SpecificationsSPECIFICATIONS
for
GRADING, STREET, AND UTILITY CONSTRUCTION
for
REFLECTIONS AT LAKE RILEY 1 ST ADDITION
in
CHANHASSEN, MINNESOTA
for
LENNAR CORPORATION
Date: January 28, 2011
I hereby certify that this Specification, plan, or report was prepared by me or under my direct supervision
and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota.
John M Molinaro, P.E.
Minn. Reg. No. 45831
Date:
I
TABLE OF CONTENTS
'
INSTRUCTIONS TO BIDDERS
BID PROPOSAL
'
FORM OF CONTRACT
SPECIAL PROVISIONS
SECTION A
- General Project Requirements
'
SECTION B - Materials
SECTION C - Construction Requirements
SECTION D - Method of Measurement and Payment
'
GENERAL CONDITIONS
CITY OF CHANHASSEN STANDARD SPECIFICATIONS (2010)
'
CITY OF CHANHASSEN DETAIL PLATES (2010)
GEOTECHNICAL REPORT
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SECTION 1
INSTRUCTIONS TO BIDDERS
1 -1 PROPOSALS: Each proposal shall be typed or written in ink on the Proposal form provided by
the Owner. No alternatives in proposals, or in the printed forms therefore, by erasures,
interpolations, or otherwise will be accepted unless each such alteration is signed or initialed by
the Bidder. Acknowledgement of all Addenda to the Contract documents shall be made on the
Proposal form. In case of a difference between the stipulated amount of the proposal written in
words and the stipulated amount written in figures, the amount written in words shall govern.
No bidder may submit more than one proposal. Two proposals under different names will not be
accepted from one firm or association.
1 -2 WITHDRAWAL OF BID: No bidder may withdraw his proposal for a period of sixty (60) days
after the date and hour set for the opening. A bidder may, upon his written request, withdraw his
proposal at any time prior to the deadline for submission of bids.
1 -3 ACCEPTANCE AND REJECTION OF BIDS: The Owner reserves the right to accept the bid
which, is lowest and best bid; to reject any or all bids; and to waive irregularities or informalities
in any bid.
1 -4 SIGNATURE OF BIDDERS: Each bidder shall sign his proposal using his usual signature and
giving his full business address. Bids by partnerships shall be signed with the partnership name
followed by the signature and designation of one of the partners or other authorized
representative. Bids by corporations shall be designed with the name of the corporation
followed by the signature and designation of the person authorized to bind the corporation.
1 -5 INTERPRETATION OF CONTRACT DOCUMENTS: If any questions should arise as to the true
meaning of any part of the plans, specifications, or other proposed contract documents the
prospective bidder may submit a written request to the Engineer for an interpretation thereof.
The interpretation of the proposed contract documents will be made by addendum. A copy of
each addendum will be mailed or delivered to each person obtaining a set of contract
documents from the Engineer.
1 -6 LOCAL CONDITIONS AFFECTING WORK: Each bidder shall visit the site of the work and shall
thoroughly and fully inform himself relative to construction hazards and procedure, labor, and all
other conditions and factors, local and otherwise, which would affect the prosecution and
completion of the work and its cost. Such considerations include the arrangement and
conditions of existing structures and facilities affecting, or which are affected by, the proposed
work, the procedure necessary for maintenance of uninterrupted operation of existing facilities,
the availability and cost of labor, and facilities for transportation, handling, and storage of
materials and equipment. All such factors shall be properly investigated and considered in the
preparation of the bidder's proposal. There will be no subsequent financial adjustment to any
contract for lack of such prior information or its effect on the cost of the work.
1 -7 PAYMENTS: Payment for all work performed under the proposed contract will be issued and
paid as provided in the General Conditions.
1 -8 TIME OF COMPLETION: The time of completion is an essential part of the contract and it will
be necessary for each bidder to satisfy the Owner of his ability to complete the work within the
allowable time. In this connection, attention is directed to the provisions of the General
Conditions and Special Conditions relative to delays, completion date, extensions of time, and
liquidated damages.
1 -9 QUALIFICATIONS OF BIDDERS: Bidders maybe required to submit satisfactory evidence that
they have a practical and technical knowledge of the particular work bid upon and that they have
the necessary financial resources to complete the proposed work.
Each bidder may be required to show that former work performed by him has been handled in
such a manner that there are no just or proper claims pending against such work. No bid
submitted by a bidder who is engaged on any work which would impair his ability to finance the
work covered by such bid or to provide suitable equipment for its proper prosecution and
completion will be accepted.
' 1 -10
PERFORMANCE BOND: Each bidder to whom a contract is awarded will be required to furnish
a performance bond to the Owner in an amount equal to on hundred (100) percent of the
contract price as required by law.
1 -11 NON - DISCRIMINATION IN EMPLOYMENT: Contracts for work under this proposal will obligate
the contractors and all sub - contractors not to discriminate in the employment of common or
skilled persons who are citizens of the United States and qualified to do the work required
because of their race, creed or color. Any violation of these provisions shall be a misdemeanor
and this contract may be canceled or terminated by the owner and all money due or to become
due will be forfeited for a second or any subsequent violation of the terms or conditions of the
contract.
FORM OF CONTRACT
THIS AGREEMENT, made and executed this day of _
CORPORATION hereinafter referred to as the "OWNER ", and
"CONTRACTOR ".
WITNESSETH:
_, by and between LENNAR
hereinafter referred to as the
OWNER and CONTRACTOR, for the consideration hereinafter stated, agree as follows:
CONTRACTOR hereby covenants and agrees to perform and execute all the provisions of the Plans
and Specifications prepared by Pioneer Engineering, P.A. referred to in Paragraph IV, as provided by
the
OWNER for: REFLECTIONS AT LAKE RILEY 1 ST ADDITION: Grading, Street and Utility Construction
CONTRACTOR further agrees to do everything required by this Agreement and the Contract
Documents.
OWNER agrees to pay and CONTRACTOR agrees to receive and accept payment in accordance with
the prices bid for the unit or lump sum items as set forth in the Proposal Form attached hereto which
prices conform to those in the accepted CONTRACTOR'S proposal on file in the office of the Engineer.
The aggregate sum of such prices, based on estimated required quantities is estimated to be
III. Payments to CONTRACTOR by OWNER shall be made as provided in the Contract Documents.
IV. The Contract Documents consist of the following component parts:
(1) Legal and Procedural Documents (2) Special Provisions
Accepted Proposal (3) Detail Specifications
Contract Agreement (4) General Conditions
Contractor's Performance Bond (5) Plans
Contractor's Payment Bond (6) Addendum No.
The Contract Documents are hereby incorporated with this Agreement and are as much a part of this
Agreement as if fully set forth herein. This Agreement and the Contract Documents are the Contract.
V. CONTRACTOR agrees to fully and satisfactorily complete the work contemplated by this Agreement in
accordance with the attached schedule or in accordance with the Contract Documents.
VI. This Agreement shall be executed in 3 copies.
IN WITNESS WHEREOF, the parties to this Agreement have hereunto set their hands and seals as of the date
' first above written.
Owner: Ron Clark Construction Contractor:
By: By:
Title: Title:
NOTICE OF AWARD
PIONEER ENGINEERING, P.A.
2422 ENTERPRISE DRIVE
MENDOTA HEIGHTS, MINNESOTA 55120
TO
The Owner, having considered the proposal submitted on , for the
construction of REFLECTIONS AT LAKE RILEY 1 ST ADDITION. and it appearing that your
proposal is fair, equitable and to the best interest of the Owner, the said proposal is hereby accepted
for the prices set forth therein.
In accordance with the terms of the Contract Documents, you are required to execute the formal
Contract Agreements and furnish the required Performance and Payment Bond within ten (10) days
from the date hereof.
PIONEER ENGINEERING, P.A.
For: Lennar Corporation
Owner
, 20
Contract Amount: $
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fuel
NOTICE TO PROCEED
PIONEER ENGINEERING, P.A.
2422 ENTERPRISE DRIVE
MENDOTA HEIGHTS, MINNESOTA 55120
You are hereby authorized to proceed on this date for the construction of REFLECTIONS AT
LAKE RILEY 1 ST ADDITION as set forth in detail in the Contract Documents, including Plans
and Specifications.
PIONEER ENGINEERING, P.A.
DATE:
BY:
FOR: Lennar Corporation
Owner
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SPECIAL PROVISIONS
for
GRADING, STREET AND UTILITY CONSTRUCTION
for
REFLECTIONS AT LAKE RILEY 1 ST ADDITION
in
CHANHASSEN, MINNESOTA
SECTION A - GENERAL PROJECT REQUIREMENTS
SCOPE OF WORK
The work to be performed under the provisions of these contract documents shall include the
furnishing of all materials, labor, tools and equipment necessary to successfully complete the
construction of site grading, utilities, and street construction as described in the Plans and
Specifications herein.
Minor appurtenances not specifically listed as bid items, but which are necessary to complete the
project, as shown in the Plans, in a satisfactory manner shall be considered incidental items and no
direct compensation will be made therefore.
LOCATION
The project is located on various streets and easements within the City of Chanhassen as shown on
the location map on the Plans.
OWNER AND ENGINEER
The Owner of the project is, Lennar Corporation, 935 East Wayzata Boulevard, Wayzata,
Minnesota 55391.
The Owner's representative as engineer for the project is Pioneer Engineering, P.A., 2422
Enterprise Drive, Mendota Heights, Minnesota 55120.
Representatives from Pioneer Engineering, P.A., will provide inspection for the utility and street
construction. Upon completion of the work and final acceptance, the HOA will own and maintain the
facilities.
Construction staking will be provided by Pioneer Engineering, P.A. and shall be in accordance with
Section 16 of the General Conditions. The Contractor shall request staking needs a minimum of two
(2) working days in advance and such request shall encompass a sufficient amount of staking to
provide for a minimum of three (3) working days without additional staking needs. Staking for curb &
gutter and utilities will be provided on a one (1) time basis only. Any additional staking or inspection
work due to the contractor's operations or caused by errors on the part of the contractor shall be
backcharged to the contractor by the owner.
SPECIFICATIONS WHICH APPLY
The City of Chanhassen Standard Specifications and Detail Plates shall supersede all other
specifications, including the modifications herein. The following specifications shall supplement and
are, where applicable, hereby adopted by reference:
City of Chanhassen Standard Specifications as contained herein.
' - The Minnesota Department of Transportation Construction "Standard
Specifications for Highway Construction," latest edition.
' A -5. BONDS
A payment bond and performance bond for utility and street improvements is required in accordance
with Section 6 of the General Conditions. The Contractor shall also furnish a one (1) year
Maintenance Bond, and Lien Waivers or Payment Bonds upon final acceptance of the work.
A -6. STARTING AND COMPLETION DATES
To be negotiated between the Owner and the Contractor.
A -7. LISTING OF SUBCONTRACTORS
The bidder shall list in the spaces provided on the bid proposal all Subcontractors who will perform
the major items of work on this project.
A -8. GUARANTY
The Contractor shall guarantee all materials and equipment furnished and work performed for a
period of one (1) years from the date of final acceptance. The Contractor warrants and guarantees
for a period of one (1) years from the date of final acceptance of the system that the completed
system is free from all defects due to faulty materials or workmanship and the Contractor shall
promptly make such corrections as may be necessary by reason of such defects including the
repairs of any damage of other parts of the system resulting from such defects. The Owner shall
give notice of observed defects with reasonable promptness. In the event that the Contractor
should fail to make such repairs, adjustments, or other work that may be made necessary by such
defect, the Owner may do so and charge the Contractor the cost thereby incurred. A maintenance
bond shall remain in full force and effect through the guarantee period.
A -9. SITE CONDITIONS & SOILS
The Contractor is reminded that the responsibility for determining all surface and sub - surface
conditions is placed solely on the Contractor. This shall be construed to include the location of all
underground utilities, the soil type, the depth of water table, and all other factors having an influence
on the work.
A -10 SOIL BORINGS
The owner, at his expense, has undertaken a program of having soil borings taken by a soils
engineer for the design of the project. No warranty is given, implied or otherwise as to the accuracy
or completeness of the data to show all underground soil conditions.
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SECTION B - MATERIALS
RF ESTABLISHMENT
Turf establishment shall apply to all disturbed areas and shall be according to MnDOT 2575
except as modified below. Turf establishment shall occur within 72 hours of completing the
grading.
TOPSOIL
All disturbed non - building areas shall be 75 pounds per acre.
FERTILIZER
Apply 400 pounds per acre of 20 -0 -10 or equivalent fertilizer. Incorporate it into the top three (3)
to four (4) inches of surface soil by disking or some other suitable means.
SEEDING
Seed mix shall be MnDOT Mix 250.
Application rate shall be 75 pounds per acre.
Dormant seed shall be applied after November 1, at twice the normal rate.
MULCHING
Mulch shall be MnDOT Type 1.
Straw shall be spread uniformly at a rate of two (2) tons per acre and anchored with either
netting or a straight disc.
I SECTION C - CONSTRUCTION REQUIREMENTS
' C -1 EARTHWORK (GENERAL)
The provisions of MnDOT Specifications 2105 shall apply except as modified here.
The work to be done under this contract shall include the subgrade excavation, compaction, backfill,
and stockpiling, and the portions of embankment construction for the building pads and roadways so
' designated in these Specifications.
The Owner intends to have all lots be acceptable to HUD /FHA and the contractor shall conduct his
operations in conformance with Data Sheet 79g Standards. The Owner will enter into a separate
' agreement with the soils engineer to advise the Contractor to perform soils test for the purpose of
conforming with these Standards. However, the responsibility for acceptance is borne by the
Contractor.
' All lots and building sites shall be graded so as to provide for positive drainage. The requirement to
leave building pads below finished grade shall not be construed to allow the waiving of positive
drainage.
C -2 GRADING TOLERANCES
' Tolerance for street grading shall be plus or minus 0.10'. Tolerance for lot grading shall be plus or
minus 0.25'. The Engineer will check centerline profile of street subgrade prior to placement of base
and building pad elevations on a one (1) time basis only. Re- checking of street profiles due to
' construction errors is to be paid for the Contractor.
The Contractor shall not be allowed to take advantage of the stated tolerances by maintaining a
' consistently high or low elevation. In essences, the Contractor accepts the intent of the Grading
Plan and assumes the responsibility that there is sufficient material on site, and drainage shall be in
accordance with the Plan.
' The Engineer, or his authorized representative, will assist the Owner by checking grading tolerances
at limited spot locations, and certifying by letter that the grading obligations or the Contractors
implied warranties. The Contractors is solely responsible to construct the project to plan grades and
specification, in accordance with the contract document.
C -3 COMMON EXCAVATION
' This work consists of construction of excavation and embankments required to complete the project
in accordance with the Plans and Specifications, but not specifically provided for elsewhere within
' these Project Special Conditions.
The Contractor shall excavate and segregate all the various materials encountered to the depth as
' shown in the Plan. All select material shall be used in the street and building pad construction.
Existing topsoil or organic material shall be salvaged by the Contractor to provide a 6" cover for all
portions of the project except streets. This material may be stripped prior to other earthwork, or it
may be segregated as provided elsewhere in these Specifications.
Excavations areas shall be over excavated a minimum of 6 ", and embankment areas shall be left 6"
below, except in streets and slab on grade building pads, and the topsoil or organic material shall be
spread thereon. Streets shall be graded to subgrade elevations and building areas as shown on the
' Plans. The finished project shall have a smooth and blended appearance. The 6" over excavating
in excavation and the topsoil stripping in the embankment areas are included in the Common
Excavation Plan Quantity and shall be paid for as Common Excavation.
' Embankment placed in roadway areas shall be constructed in accordance with the provisions of
MnDOT 2105. Minimum allowable density for roadway embankment construction to within 3 feet of
subgrade shall be 95% of Standard Proctor Density. Roadway embankments placed within 3 feet of
' subgrade shall be compacted to a minimum of 100% Standard Proctor Density.
Minimum allowable density for building pad embankment construction shall be 95% of Standard
Proctor Density, except that fills of over 10' in height shall be compacted to 98% of Standard Proctor
Density.
All other embankments placed shall be subject to ordinary compaction requirement. Ordinary
Compaction Requirement is hereby defined as one (1) foot loose lifts at nearly optimum moisture
content compacted until no further yielding is evident. If so desired by the Engineer, density tests
shall be taken to verify the field observations. Provided such tests are taken, 90% Standard Proctor
Density shall be considered the minimum acceptable density.
The Owner, at his expense, will employ a recognized soil laboratory to run compaction tests as
required to determine compliance with its requirement. Failure to meet the compaction requirement
shall mean removal of the material involved and replaced until this requirement is met, at no
additional expense to the Owner.
' Building pad embankments placed underwater shall be dewatered and embankments constructed
of select granular borrow material to a depth of two (2) feet above existing grade. Any slope steeper
' than 4:1 shall be notched prior to placing any fill thereon. The benching operations should result in
benches not less than 10 feet wide, nor more than three (3) feet in height. Material other than select
shall be used for embankment by methods as similar to the Ordinary Compaction Methods as
' feasible.
C -4 SUBGRADE EXCAVATION (Stripping and Excavation Prior to Fill)
This work consists of excavation below finished grade or natural ground whichever is lower, to
remove unstable or organic material prior to placing embankments. This item does not apply to the
normal subcut to allow topsoil placement as provided under A "Common Excavation."
The limits of subgrade excavation will be 1/2:1 slopes providing sufficient width at the bottom of the
excavation to allow a 1:1 slope of the embankment, and length and depth as approved by the
engineer or his authorized representative, and to the bottom of all organic material. The excavation
will be left open to allow the Engineer to inspect the foundation materials and take necessary tests.
' The removed subgrade material shall be replaced with select material. The organic subgrade
excavation shall be used as topsoil as needed. The non - organic soil shall be placed dried and
compacted as required for embankment.
C -5 SILT FENCE
Silt fence shall be installed by the Contractor as shown on the plans and details. The Contractor
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shall maintain the silt fence until the seed and mulch has been placed. Any erosion or disposition of
erosion material shall be promptly cleaned up by the Contractor.
' C -6 GRAVEL CONSTRUCTION ENTRANCES
' As shown in the detail, a gravel construction entrance shall be constructed at each entrance. The
material used shall be MnDOT 3601.2b2. The gravel shall be maintained, such that it conforms to
the detail.
' C -7 TURF ESTABLISHMENT
Turf establishment shall be with materials listed on the grading plan. Mulching shall be disked in.
' All seeding and mulching shall take place within two (2) weeks of the completed grading operation.
Slopes that are 3:1 may require wood fiber blanket or equivalent.
C -8 CONNECT TO EXISTING UTILITY MAIN
The Contractor shall supply all labor, materials and equipment necessary to connect his work to the
existing storm sewer, sanitary sewer or water mains. This work shall include locating the existing
utility, any excavation, demolition work, and removal of bulkheads, thrust blocks, plugs or caps.
C -9 SANITARY SEWER TESTING
' A deflection test shall be performed on all flexible pipe. The test shall be conducted in the presence
of the Engineer a minimum of 30 days after final backfilling of the pipe trench.
The deflection test shall be run using a rigid ball or mandrel with a diameter equal to 95 percent of
the inside diameter of the pipe allowing for manufacturing tolerances. The test shall be performed
' without mechanical pulling devices.
Sections failing the test shall be repaired and retested prior to acceptance.
' An air test conforming to the requirements of CEAM shall also be performed by the Contractor.
All gravity sanitary sewer mains shall be televised by the Contractor after one year.
' C -10 WATER TEST
The Contractor shall perform the following tests in accordance with CEAM specifications.
1. Disinfect, flush and test as necessary for meeting the water quality requirements.
' 2. Electrical conductivity test/ Tracer wire.
3. Hydrostatic pressure test.
C -11 CLEANING SANITARY SEWER LINES
Prior to final acceptance of each section of the sewer line, the Contractor shall flush a ball, the full
diameter of the sewer through the line. All dirt and debris shall be prevented from entering the
existing sewer system by means of watertight plugs or other suitable methods. Upon completion of
the testing and flushing, the Engineer will carefully inspect all sewers and appurtenances. Any
unsatisfactory work shall be removed and replaced in a proper manner and the invert of the sewer
and manholes shall be left clean and free from obstructions throughout the entire line.
C -12 SUBGRADE PREPARATION
' Provisions of MnDot 2112 shall apply.
' C -13 PIPE BEDDING AND FOUNDATION PREPARATION
Granular pipe bedding, as specified shall be placed any time the existing soil in the trench does not
adequately shape the pipe and provide uniform support. When required, the pipe bedding shall be
' at least 6" thick.
Crushed rock shall be placed any time the existing soil in the trench is too wet to provide adequate
' stabilization and /or structural support. The crushed rock shall be 1 -1/2 nominal size and the 100%
crushed. Crushed rock shall be placed only under the direction of the engineer. Sand pipe bedding
is required for all PVC sewer pipe and services.
' C -14 PIPE BACKFILL OPERATION
' The material excavated from the trench shall be used for backfill, subject to the condition of these
Specifications. All backfill material required to replace unsuitable materials shall be granular backfill.
Backfill shall be accomplished by the ordinary compaction method (MnDOT 2105.3F2), expect as
' modified herein. Placement shall be in the thin lifts with each lift not greater than six inches (6 ")
thick and being thoroughly compacted. At the ENGINEER'S option, density tests may be taken to
evaluate the compaction achieved after the backfill is placed and compacted. The Owner shall pay
' for all testing. The CONTRACTOR and OWNER shall inspect all trenches in the spring following
construction and all corrective work shall be completed as required by the CONTRACTOR.
' Where density test are taken to evaluate the compaction, the fill shall meet the requirements of a
minimum of 100% of Standard Proctor Density (AASHTO T -99) in the upper three (3) feet of the
embankment and a minimum of 95% of Standard Proctor Density below the upper three (3) feet.
' Where excavations are required to perform testing, the CONTRACTOR shall provide such
excavations at no cost to the OWNER.
In no case should the compaction of the backfill in the upper three (3) feet be less than what is
' required for the aggregate base or surface of the roadway, if the pipeline is under a roadway.
C -15 TEST ROLL
Provisions of MnDot 2111.1 shall apply except that:
The test roll shall be performed upon completion of fine grading of the street subgrade and prior to
placement of any aggregate base.
A fully loaded tandem truck may be used in lieu of the specified roller.
' C -16 AGGREGATE BASE
Provisions of MnDot 2211 shall apply with the added provision that compaction shall be obtained by
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the Ordinary Compaction Method.
C -17 BITUMINOUS PAVEMENT
Provisions of MnDot 2350 shall apply.
C -18 CASTING ENCASEMENT
Provide concrete collar to encase all catch basin castings and rings. Use curb and gutter concrete
mix for encasement.
C -19 CONCRETE CURB AND GUTTER
The provisions of Section 2531 MnDot Specifications shall apply, except as modified in these
Specifications.
C -20 BACKFILL CURBS AND RESTORE BOULEVARD
After the curbs have cured for a sufficient time the Contractor shall backfill the curbs and grade the
boulevards to conform to grades shown on the typical section.
C -21 TOPSOIL
Where utilities are place in landscape areas, the existing topsoil shall be segregated and respread
on top of the trench after the pipe is placed. This shall be incidental to the project cost.
C -22 SELECT GRANULAR BORROW
Granular material shall be supplied from by the Contractor.
C -23 GEOTEXTILE STABILIZATION FABRIC
Geotextile fabric shall be used where shown on the plans, and shall be Amoco 2002 or Marifi 50OX
or approved equivalent. The fabric shall be a MnDOT Type V when used for stabilization and shall
be overlapped a minimum of two feet (2 "). The fabric in extremely bad soil conditions may need to
be sewed together as directed by the Engineer, and shall be paid for at an agreed upon hourly rate.
C -24 ELECTRICAL CONDUIT CROSSINGS
Prior to placement of the Class 5 the contractor shall install conduits across the street as
directed by the engineer.
SECTION D - METHOD OF MEASUREMENT AND PAYMENT
1
The following shall apply as a method of measurement and payment. All prices to include the furnishing
of all materials, labor, tools, equipment and applicable sales taxes to construct complete, in place, the
work specified.
All items shown in the proposal, and not described herein, will be measured as the unit shown and shall
include all work and materials necessary to construct the unit. Payment for all items shall be at the unit
price stated in the proposal.
D -1 COMMON EXCAVATION
Existing topography of the site was obtained by topographic survey methods.
Measurement and payment for Common Excavation shall be Plan Quantity. In the event that the
Owner requests a change to the grading plan or that the grading plan for the site needs to be
modified to balance the earthwork in which case, the Contractor shall be responsible for making
such request for modifications to the engineer on a timely basis, the engineer shall determine a
revised plan quantity for the grading, which shall be compensated for at the bid unit prices.
I D -2 SUBGRADE CORRECTION
The method of measurement and payment for subgrade correction shall be per cubic yard
' excavated volume. The soils Engineer will determine the extent of subgrade excavation and the
project Engineer shall field measure the quantity.
' D -3 TURF ESTABLISHMENT
Measurement and payment for turf establishment shall be on a per acre basis and shall include
' furnishing and application of seed, mulch and fertilizer in accordance with these Specifications.
Measurement and payment for sod shall be per square yard including maintenance.
D -4 SILT FENCE
Measurement and payment for silt fence shall be per lineal foot, in place. The cost of maintaining
the silt fence and cleaning up erosion material shall be considered incidental to the project with no
direct compensation.
D -5 TOPSOIL RESPREAD
Measurement and payment for topsoil respread shall be plan quantity. It shall include spreading the
required thickness of topsoil and stockpiling topsoil as detailed in the plans.
D -6 GRAVEL CONSTRUCTION ENTRANCE
Measurement and payment shall be per each entrance constructed according to the detail, including
maintenance.
I D -7 SELECT GRANULAR BORROW
Measurement and payment for select granular borrow shall be per ton for loose volume for imported
borrow.
' D -8 PAYDEPTHS FOR SANITARY SEWER
Paydepths for sanitary sewer shall be from invert to finished grade. Measurement for lengths of
pipe shall be from the center of manhole to the center of manhole or end of stub for each diameter
and type of pipe.
D -9 SANITARY MANHOLES
Measurement and payment for manholes shall be per each for manholes 0 -10' in depth including
base and casting. The measurement shall be made from the invert of the lowest pipe to the top of
' the casting. Measurement for manhole extra depth shall be for measured depth over 10 feet.
Payment for manhole extra depth shall be at the unit price bid per vertical foot.
D -10 SANITARY SERVICE WYES
Measurement and payment for sanitary service wyes shall be at the unit price bid for each Wye.
' D -11 SANITARY SERVICE PIPE
Measurement of sanitary service pipe shall be from the center of the main at the wye horizontally to
' the plug at the end of the pipe. Payment shall be at the unit price bid per linear foot. No payment
will be made for any additional fittings other than those provided for on the bid proposal.
' D -12 WATERMAIN
Measurement and payment for watermain shall be at the unit price bid per linear foot for each size
and type. Measurement of pipe shall be made from end to end with out regard to bends, tees or
gate valves. Lengths of branches shall be measured from the center of the connecting pipe to the
hydrant gate valve on the end of the pipe. Any thrust blocks, tie rods, glands, bolts or other
accessories shall be incidental to pipe installation for which no separate payment will be made.
D -13 PIPE FITTINGS
Measurement and payment for watermain fitting shall be at the unit price bid per pound for the
standard weight of fittings installed.
D -14 GATE VALVE AND BOX
Measurement and payment for gate valves and boxes including extensions shall be at the unit price
bid for each size and type.
D -15 HYDRANTS
Measurement and payment for hydrants shall be at the unit price bid for each hydrant installed
complete with drainage pit.
I D -16 COPPER WATER SERVICE PIPE
' Measurement and payment for copper water service pipe shall be the unit price bid per linear foot.
Measurement shall be the horizontal length of copper pipe from the center of the main at the
corporation stop to the end of the tail plus the vertical portion parallel to the sewer riser pipe.
D -17 CORPORATION STOP
' Measurement and payment for corporation stops shall be at the unit price bid per each including
tapping and service saddles where required.
D -18 CURB STOP
Measurement and payment for curb stops shall be at the unit price bid per each complete with box,
steel marker post, and base.
' D -19 GRANULAR MATERIAL FOR PIPE BEDDING
Granular material required for use in pipe bedding and encasement zones for PVC sewer pipe shall
be considered incidental to the project with no direct compensation. Measurement and payment for
granular foundation material shall be per cubic yard, loose volume. Payment shall be compensation
' in full for all costs to excavate unstable material and to furnish and place aggregate material only as
directed by the Engineer. Material placed for the convenience of the workmen shall not be an item
for measurement.
D -20 STORM SEWER PIPE AND FLARED END SECTION
Measurement and payment for storm sewer pipe shall be at the unit price bid per linear foot for each
size and type. Measurement of storm sewer pipe shall be from the center of structure to center of
structure, end section or bend. The length of bends, end sections or tees shall be subtracted from
the length of pipe and paid for per each. Flared end sections shall include a trash guard for which
no separate payment shall be made.
Tie rods where indicating on the plans or in the specifications shall be incidental to storm sewer
construction for which no separate payment shall be made. Construction of bulkheads at the ends
of pipes shall be considered incidental.
D -21 STORM MANHOLES AND CATCH BASINS
Measurement and payment for storm sewer manholes and catch basins shall be on a per each
basis of the size and type designated on the Plans and Bid Proposal including base and castings.
Measurement for manhole and catch basin extra depth shall be for measured depth over 10 feet.
Payment for manhole and catch basin extra depth shall be at the unit price bid per vertical foot.
D -22 CONNECT TO EXISTING UTILITY MAIN
Measurement and payment for connect to existing utility main shall be per each at the unit price
bid.
F
J
D -23 SANITARY SEWER TEST
Payment for the sanitary sewer test shall be lump sum for performing the specified tests to the
complete sanitary sewer. No additional compensation will be given for failed tests, retesting or
testing in stages. Measurement and payment for televising shall be per lineal foot.
D -24 WATER TEST
Payment for the water test shall be lump sum for performing the specified test to the complete
water system. No additional compensation will be given for failed tests, retesting or testing in
stage.
' D -25 ADJUST CASTINGS
Measurement and payment for adjusting manhole, gate valves and catch basin castings shall be
' per each adjustment. Payments will be made for one (1) adjustment of catch basin castings,
and two (2) adjustments for manhole castings and gatevalves.
D -26 RIPRAP
Measurement and payment for riprap shall be per cubic yard in place at the unit price bid including
filter fabric.
D -27 SUBGRADE PREPARATION
' Payment for subgrade preparation shall be at the unit price bid per square yard. Test rolling of the
subgrade shall be incidental work and no direct compensation will be made therefore.
' D -28 AGGREGATE BASE
Measurement and payment for aggregate base shall be per ton include furnishing, placement and
' compaction of the aggregate base to the depth specified on the Plans and Specifications.
Measurement and payment for aggregate base used to restore utility trenches, reconstruct driveway
and driveway construction in existing streets shall be per ton at the unit price bid.
1 D -29 BITUMINOUS PAVEMENT
Measurement and payment for bituminous base and wear courses shall be per ton per type and
' thickness indicated on the bid form. Payment shall be compensated in full for construction of the
bituminous pavement to the specified thickness shown on the plans and in accordance with the
plans and specifications.
' D -30 SAWCUT BITUMINOUS
I Measurement and payment shall be at the unit price bid per lineal foot of sawcutting.
D -31 MILL BITUMINOUS PAVEMENT
' Measurement and payment for milling and removing bituminous pavement shall be per lineal foot for
the widths and depths specified.
' D -40 DEWATERING
Dewatering shall be per lineal foot.
Measurement and payment for payment for milling and removing bituminous pavement for the turn
'
lane construction shall be per square yard for the depths specified in the plans.
'
D -32
CONCRETE CURB & GUTTER
Measurement and payment for curb and gutter shall be at the unit price bid per linear foot.
D -33
TACK COAT
Measurement and payment shall be at the unit price bid per gallon for tack coat placed according to
'
the specifications.
D -34
CONCRETE WALK
'
Measurement and payment of concrete walk shall be per square foot. Surface treatment for
pedestrian ramps shall be incidental for which no separate payment be made.
D -35
PEDESTRIAN RAMPS
Measurement and payment for pedestrian ramps shall be at the unit price bid per each.
D
-36
SUBGRADE EXCAVATION
'
Measurement and payment for subgrade excavation shall be per cubic yard for excavation of
unsuitable material from within the street or driveway subgrade including disposal as designated by
the Engineer.
'
D -37
BACKFILL CURB AND RESTORE BOULEVARDS
'
Measurement and payment for backfill curb and restore boulevards shall be lump sum.
D -38
EROSION CONTROL FOR CATCH BASIN
'
Measurement and payment will be per each catch basin protected.
D -39
SOD
'
Measurement and payment for Sod shall be at the unit price bid per square yard.
' D -40 DEWATERING
Dewatering shall be per lineal foot.
D -41 INSULATION
Measurement and payment for 3" rigid polystyrene insulation shall be per square foot at the unit
price bid.
1 D-42 SIGNS
Measurement and payment shall be per each complete in place, including posts, sleeves, and
sign panels.
' D -43 CONDUIT CROSSING
Measurement and payment for conduit crossing shall be per lineal foot regardless of the number of
conduits at the same crossing and shall include all labor, excavation, compaction and restoration
required to complete the installation.
' D -44 GEOTEXTILE FABRIC
Measurement and payment for geotextile fabric shall be per square yard installed.
CITY OF
CHMNSEN
I Standard Specifications & Detail Plates
Chanhassen, Minnesota
2010
2010
CITY OF CHANHASSEN
STANDARD SPECIFICATIONS
•�1
DETAIL PLATES
Paul Oehme, Director of Public Works /City Engineer
952 -227 -1169
Alyson Fauske, Assistant City Engineer
952 -227 -1164
Joseph Shamla, Project Engineer
952 -227 -1165
Terrance Jeffery, Water Resources Coordinator
952 - 227 -1168
Gordy Stauff, Engineering Technician IV /Construction Mgr.
952- 227 -1166
Kevin Crooks, Utility Superintendent
952- 227 -1300
Mike Wegler, Street Superintendent
952- 227 -1300
I hereby certify that these standard specifications and
detail plates have been prepared by me or under my
direct supervision and that I am a duly Registered
Professional Engineer in the State of Minnesota.
Paul R. Oehme, PE -26852 Date
' 5.01 Engineer's Responsibility and Authority ............................................. .............................15
5.02 Intent of Plans and Specifications ........................................................ .............................16
5.03 Shop Drawings ..................................................................................... .............................16
5.04 Dimensions ........................................................................................... .............................16
SECTION 4.00 - SCOPE OF WORK
2010
GENERAL CONDITIONS
'
4.02 Changes or Alterations in the Work ..................................................... .............................13
4.03 Oral Agreements ................................................................................... .............................13
'
TABLE OF CONTENTS
'
SECTION1.00 - DEFINITIONS ........................................................................... ..............................1
4.07 Cleanup ................................................................................................. .............................14
'
SECTION 2.00 - BIDDING REQUIREMENTS AND CONDITIONS
2.01 Qualifications of Bidders ...................................................................... ...............................
5
2.02 Contract Document Interpretations ....................................................... ..............................6
'
2.03 Interpretation of Quantities in Bid Schedule ....................................... ...............................
7
2.04 Site Investigation .................................................................................. ..............................7
2.05 Submission of Proposal ........................................................................ ...............................
7
2.06 Proposal Guaranty ................................................................................ ...............................
8
2.07 Affidavit of Non - collusion ................................................................... ...............................
8
2.08 Withdrawal of Proposals ...................................................................... ...............................
8
SECTION 3.00 - AWARD AND EXECUTION OF CONTRACT
3.01 Evaluation of Proposals ......................................................................... ..............................9
3.02 Contract Award and Execution ............................................................ ............................... 9
3.03 Proposal Alternates ............................................................................... .............................10
3.04 Contract Security & Guaranty .............................................................. .............................10
3.05 Preconstruction Conference ................................................................. .............................11
3.06 Failure to Execute Contract ................................................................ ...............................
l l
' 5.01 Engineer's Responsibility and Authority ............................................. .............................15
5.02 Intent of Plans and Specifications ........................................................ .............................16
5.03 Shop Drawings ..................................................................................... .............................16
5.04 Dimensions ........................................................................................... .............................16
SECTION 4.00 - SCOPE OF WORK
4.01 Additional Instructions ......................................................................... .............................13
'
4.02 Changes or Alterations in the Work ..................................................... .............................13
4.03 Oral Agreements ................................................................................... .............................13
4.04 Interpretations and Change Orders ...................................................... .............................14
'
4.05 Salvage .................................................................................................. .............................14
4.06 Fossils .................................................................................................... .............................14
4.07 Cleanup ................................................................................................. .............................14
'
SECTION 5.00 - CONTROL OF WORK
' 5.01 Engineer's Responsibility and Authority ............................................. .............................15
5.02 Intent of Plans and Specifications ........................................................ .............................16
5.03 Shop Drawings ..................................................................................... .............................16
5.04 Dimensions ........................................................................................... .............................16
5.05 Models ................................................................................................... .............................16
'
5.06 Adequacy of Plans and Specifications ................................................. .............................16
'
5.07 Conflict .................................................................................................. .............................16
5.08 Discrepancies in Plans .......................................................................... .............................17
,
5.09 Separate Contracts ................................................................................ .............................17
'
5.10 Plans and Specifications at Job Site ..................................................... .............................17
5.11 Moving of Public and Private Utilities ................................................ .............................18
'
5.12 Protection of Existing Improvements or Utilities ................................ .............................18
'
5.13 Damage to Existing Improvements or Utilities ................................... .............................19
5.14 Monuments and Stakes ......................................................................... .............................20
'
5.15 Inspectors ............................................................................................ ...............................
21
5.16 Examination of Completed Work ........................................................ .............................21
32
5.17 Owner's Right to Correct Deficiencies ................................................ .............................21
32
'
5.18 Traffic Control and Maintenance ......................................................... .............................21
5.19 Traffic Control Within and Abutting the Project ................................ .............................22
'
5.20 Removal of Construction Equipment, Tools & Supplies .................... .............................23
5.21 Suspension of Work by Engineer ........................................................ .............................23
5.22 Suspension of Work by Owner ............................................................ .............................23
5.23 Arbitration ............................................................................................. .............................24
n
SECTION 6.00 - CONTROL OF MATERIALS AND WORKMANSHIP
6.01 Quality of Equipment and Materials ............................................. ............................... 25 '
6.02 Testing ................................................................................................... .............................25
6.03 Use of Premises .................................................................................... .............................25 '
6.04 Storage of Materials ............................................................................. .............................26
6.05 Manufacturer's Directions .................................................................... .............................26
6.06 Rejected Work and Materials ...................................... ...............................
6.07 Materials Furnished by the Owner ....................................................... .............................27
6.08 Materials Furnished by the Contractor .............................................. ............................... 27
SECTION 7.00 - LEGAL RELATIONS AND RESPONSIBILITY TO PUBLIC I
7.01 Insurance ............................................................................................... .............................28
'
7.02 Construction Days and Hours .............................................................. .............................29
7.03 Drug and Alcohol Testing .................................................................... .............................30
7.04 Water ..................................................................................................... .............................30
,
7.05 Noise Elimination ................................................................................. .............................30
7.06 Patents ................................................................................................... .............................30
7.07 Privileges of Contractor in Streets, Rights -of -Way and Easements ... .............................30
'
7.08 Discrimination on Account of Race, Creed or Color .......................... .............................31
7.09 Safety ..................................................................................................... .............................31
7.10 Sanitary Provisions ............................................................................... .............................32
'
7.11 Railroad Crossings ................................................................................ .............................32
7.12 Use of Explosives ............................................................................... ...............................
32
7.13 Private Property .................................................................................. ...............................
32
'
ii
F1
I �
7.14 Right to Use Improvement .................. 32
7.15 Contractor's Responsibilities ................................................................ .............................33
7.16 Lands by Owner .................................................................................... .............................33
7.17 Lands by Contractor ........................................................................... ............................... 34
' SECTION 8.00 - PROSECUTION AND PROGRESS
'
8.01 Subcontracts ....................................................................................... ............................... 35
8.02 Contractor's Superintendent ................................................................. .............................35
8.03 Contractor's Employees ........................................................................ .............................35
'
8.04 Injunctions ............................................................................................. .............................36
8.05 Rights of Various Interests ................................................................... .............................36
8.06 Work During an Emergency .............................................................. ............................... 36
' 8.07 Delays & Extension of Contract Time ................................................. .............................36
8.08 Construction Schedule & Liquidated Damages ................................ ............................... 37
8.09 Owner's Right to Terminate Contract & Complete the Work ............ .............................38
8.10 Contractor's Right to Terminate Contract ............................................ .............................39
I SECTION 9.00 - MEASUREMENT AND PAYMENT
J
I. iii
9.01 Measurement ......................................................................................... .............................40
9.02 Scope of Payment ................................................................................. .............................40
9.03 Payment for Extra Work ................................................................... ...............................
40
9.04 Progress Payments, Retained Percentage ............................................ .............................42
'
9.05 Engineer's Action on Request for Payment ......................................... .............................43
9.06 Owner's Action on an Approved Request for Payment ...................... .............................43
9.07 Payment for Work by the Owner ......................................................... .............................43
'
9.08 Payment for Uncorrected Work ........................................................... .............................43
9.09 Payment for Rejected Work and Materials .......................................... .............................43
9.10 Payment for Work Suspended by the Owner .................................... ...............................
44
9.11 Payment for Work Following Owner's Termination of the Contract . .............................44
9.12 Payment for Work Terminated by the Contractor ............................... .............................44
9.13 Release of Liens .................................................................................... .............................44
9.14 Acceptance and Final Payment ............................................................ .............................44
9.15 Termination of Contractor's Responsibility ......................................... .............................45
9.16 Correction of Faulty Work After Final Payment ................................. .............................45
'
9.17 Failure to Pay for Labor and Materials ................................................ .............................45
9.18 Contract Documents ............................................................................. .............................46
9.19 As -Built Requirements ......................................................................... .............................61
J
I. iii
SECTION 1.00 - DEFINITIONS
1.01 GENERAL For the purposes of the Contract Documents and any documents or ,
instruments dealing with the construction, operations governed by these documents,
the terms defined in this section have the meanings given them. '
1.02 ADDENDUM A supplement to the proposal form as originally issued . or printed,
covering additions, corrections, or changes in the bidding conditions for the '
advertised work, that is issued by the Contracting Authority to prospective bidders
prior to the date set for opening of proposals.
1.03 BID The written offer or copy thereof of a bidder to perform the work described by ,
the Contract Documents when made out and submitted on the prescribed bid form
properly signed and guaranteed. '
1.04 BIDDER: An individual, firm, partnership or corporation, or combination thereof,
submitting a bid for the work contemplated and acting directly or through a duly
authorized representative.
1.05 CALENDAR DAY Every day shown on the calendar.
1.06 CHANGE ORDER A written order to the Contractor authorizing an addition,
deletion or revision in the work within the general scope of the Contract Documents,
or authorizing an adjustment in the contract price or time of completion.
1.07 CONTRACT: The written agreement between the Contracting Authority and the '
Contractor setting forth their obligations, including, but not limited to, the
performance of the work, the furnishing of labor and materials, the basis of payment,
and other requirements contained in the Contract Documents. ,
The Contract Documents consist of the following:
(1) Legal and Procedural Documents
'
(a) Advertisement for Bids
(b) Information for Bidders
(c) Bid
'
(d) Proposal Guaranty
(e) Contract
(0 Performance Bond
'
(g) Payment Bond
(h) Affidavit of Non - Collusion
(i) Certificate of Insurance
'
0) Notice of Award
(k) Notice to Proceed
,
(2) Special Provisions
(3) Specifications
GC -1
(4) General Conditions
(5) Plans
(6) Addenda
(7) Supplemental Agreements & Change Orders
1.08 PERFORMANCE BOND The Contractor's Performance Bond required by the
Contract Documents.
1.09 PAYMENT BOND The Contractor's Payment Bond required by the Contract
Documents.
1.10 CONTRACT PRICE: The total moneys payable to the Contractor under the terms
and conditions of the Contract Documents.
1.11 CONTRACTOR The person, firm or corporation with whom the Owner has
executed the contract agreement.
1.12 DRUG AND ALCOHOL TESTING Refers to the Federal Highway Administration
' (FHWA) drug use and alcohol testing rules published February 15, 1994, which
apply to persons required to have a commercial driver's license (CDL).
I 1.13 CITY ENGINEER The City of Chanhassen's employee in charge of overseeing all
capital projects and engineering matters.
1.14 ENGINEER The duly authorized engineering representative of the Owner, acting
directly or through his/her designated representatives who have been delegated the
responsibility for engineering project administration.
1.15 FIELD ORDER A written order affecting a change in the work not involving an
adjustment in the contract price or an extension of the contract time, issued by the
Engineer to the Contractor during construction.
1.16 GOVERNMENTAL AGENCY A governmental unit other than the Owner having
jurisdiction of the premises.
1.17 INSPECTOR An authorized representative of the Engineer, assigned to make any
or all necessary inspections of the work performed and the materials furnished by the
Contractor.
1.18 LABORATORY The testing laboratory of the Owner or any other testing laboratory
which may be designated by the Owner.
1.19 NOTICE OF AWARD The written notice of the acceptance of the bid issued by the
Owner to the successful bidder.
GC -2
1.20 NOTICE TO PROCEED The written notice issued by the Owner to the Contractor ,
authorizing him to proceed with the work and establishing the date of
commencement of the work.
1.21 OWNER: A private, public or quasi- public body or authority, corporation, ,
association, partnership, or individual for whom the work is to be performed.
1.22 PLANS: The official drawings, plans, profiles, typical cross sections and
supplemental drawings, or reproductions thereof, prepared by the Engineer, which
show the location, character, dimensions and details of work to be performed. All '
such drawings, as listed elsewhere in the Contract Documents, are a part of the plans
whether attached to the Contract Documents or separate therefrom.
1.23 PROJECT The undertaking to be performed as provided in the Contract Documents. ,
1.24 PROPOSAL FORM The approved form on which the contracting authority I
requires bids to be prepared and submitted for the work.
1.25 PROPOSAL GUARANTY The security furnished with a bid to guarantee that the
bidder will enter into the Contract if the bid is accepted.
1.26 SHOP DRAWINGS All drawings, diagrams, framework plans, falsework plans, ,
erection plans, illustrations, brochures, schedules and other data which are prepared
by the Contractor, a subcontractor, manufacturer, supplier or distributor, which
illustrate how specific portions of the work shall be fabricated or installed. '
1.27 SPECIAL PROVISIONS Contract requirements specific to the project which are
not otherwise thoroughly or satisfactorily detailed and set forth in the detail '
specifications or plans.
1.28 SPECIFICATIONS The directions, provisions, and requirements contained herein,
together with all written agreements made or to be made pertaining to the method
'
and manner of performing the work, or to the quantities and qualities of materials to
be furnished under the contract.
'
1.29 SUBCONTRACTOR An individual, firm, or corporation to whom the contractor
sublets part of the Contract.
'
1.30 SUBSTANTIAL COMPLETION That date as certified by the Engineer when the
construction of the project or a specified part thereof is sufficiently completed, in
accordance with the Contract Documents, so that the project or specified part can be
'
utilized for the purposes for which it is intended.
1.31 SUPPLEMENTAL GENERAL CONDITIONS Modifications to generate ,
conditions required by a local, state or federal agency for participation in the project
and approved by the agency in writing prior to inclusion in the Contract Documents.
GC -3
J
1.32 SUPPLIER Any person, or organization who supplies materials or equipment for
the work, including that fabricated to a special design, but who does not perform
labor at the site.
1.33 SURETY The person, firm, or corporation who executes the proposal guaranty or
the contract bond.
1.34 TDAE OF COMPLETION The date set in Contract Documents for completion of
the work; or number of working or calendar days after notice to proceed set out in
Contract Documents (See also Section 8.07 of the General Conditions).
1.35 WORK The furnishing of all labor, materials, equipment, and other incidentals
necessary or convenient to the successful completion of the project and the carrying
out of all duties and obligations imposed by the contract upon the Contractor.
1.36 WORKING DAYS Any day, excluding Saturday, Sunday or State recognized Legal
Holidays, when weather conditions or the results of weather conditions will allow the
Contractor to pursue, for two hours between 8:00 a.m. and 4:30 p.m. with the normal
working force, any item or items of work which would be in progress at that time.
GC -4
SECTION 2.00 - BIDDING REQUIREMENTS AND CONDITIONS
2.01 QUALIFICATIONS OF BIDDERS If requested, bidders must present satisfactory '
evidence that they are familiar with the class of work specified, and that they are
provided with the necessary capital, tools, machinery and other equipment necessary '
to conduct the work and complete the improvement within the time specified in the
proposal, in a good and workmanlike manner and to the entire satisfaction of the
Owner. ,
The Owner will review the qualifications and experience of bidders after bids are
opened and before a contract is awarded, to determine if the bidder is "responsible."
A "responsible" bidder is a bidder qualified to do the work. This will be determined
by assessing the bidder's skill, resources, experience, successful performance of
similar contracts (on time and on budget), and all other matters bearing upon the '
likelihood that the contract will be successfully completed. In all cases where a
bidder is unknown or where there are any questions about the qualifications of the
bidder, the following information may be required of the apparent low bidder: '
1. Identify all similar public projects in which you were the contractor. If you
have had more than five such contracts, list only the last five contracts, and as '
to each contract identified, provide the following information:
Project Description:
,
Date:
Contact Person at City /County /State:
'
Were change orders in excess of 5% requested? If yes, explain the
circumstances.
,
Were liquidated damages assessed? If yes, explain the circumstances.
'
Was the project completed on schedule? If no, explain the circumstances.
2. Describe all construction arbitration claims and any construction or project
,
litigation in which you have been a party in the last five years.
3. Identify all public projects you have had with the City of Chanhassen in the
'
last five years.
4. In the last five years, has a bonding company ever refused to issue you a
,
performance bond? If yes, explain the circumstances.
5. In the last five years, have any claims been filed against a performance or
'
payment bond that you have provided a public entity? If yes, explain the
circumstances.
GC -5
' 6. In the last five years, has your firm or any of its owners or employees been
fined by a federal or state agency for a contract or workplace matter (such as
wage or hour or safety violations), or debarred under Part 29, Title 49 CFR or
' any other law from submitting bids on public projects? If yes, explain the
circumstances.
7. In the last five years, has your firm or any of its owners or employees been
charged or convicted of a crime involving the awarding, bidding or
performance of a government contract? If yes, provide full details.
The bidder agrees that they are fully responsible to the Owner for the acts and
omissions of any proposed subcontractors and of persons either directly or indirectly
employed by them, as they are for the acts and omissions of persons directly
' employed by them.
Failure on the part of any bidder to carry out previous contracts satisfactorily, or lack
of experience or equipment necessary for the satisfactory completion of the project,
may be deemed sufficient cause for disqualification.
' 2.02 CONTRACT DOCUMENT INTERPRETATIONS All applicable laws,
ordinances, and the rules and regulations of all authorities having jurisdiction over
construction of the project shall apply to the contract throughout, and the Contractor
' shall be responsible for familiarizing themselves with all permits, bond and other
requirements for the work to be performed.
' All work shall be performed in accordance with the most recent version of the City
of Chanhassen Standard Specifications and Detail Plates. In the event a work item is
not addressed in the Chanhassen Standard Specifications and Detail Plates, the most
recent version of the Minnesota Department of Transportation Standard
Specifications shall govern. Whenever reference is made to the Minnesota
Department of Transportation Standard Specifications, the word "Owner" shall be
' substituted for "State" and "Department" where appropriate and the word "Engineer"
is understood to refer to the engineer for the Owner.
t The City of Chanhassen Standard Plates included as part of these Specifications take
precedence over the Minnesota Department of Transportation Standard Plates in all
instances of conflict.
' If any person contemplating the submitting of a bid for a proposed contract is in
doubt as to the true meaning of any part of the plans, specifications or other proposed
' Contract Documents, they may submit to the Engineer a written request for an
interpretation thereof at least three days prior to the scheduled bid opening. The
persons submitting the request will be responsible for prompt delivery to the
' Engineer. Any interpretation of the proposed documents shall be made by
addendum, duly numbered and dated. A copy of such addendum will be sent
certified mail, return receipt requested, when there are five mail delivery days before
the bid opening to each prospective bidder who had received a set of documents prior
' to the date of the addendum, and each bidder shall acknowledge receipt of that
GC -6
addendum on their proposal form. Addenda will not be mailed within five mail
delivery days of the bid opening. Plan holders will be asked to pick up materials at t
the Engineer's office or when available, can receive the materials via facsimile.
Such addendum will be attached to all documents issued after the date of the
addendum and shall remain a part thereof. The Owner and Engineer will not be '
responsible for any other explanation or interpretation.
The Owner reserves the right to modify the plans, specifications, special provisions, '
or proposal at any time prior to bids being opened, in accordance with the procedures
for issuance of an addendum.
All proposals shall be made and received with the express understanding that the
Bidder accepts the terms and conditions contained in these instructions and the plans
and specifications, forms of contract and bond, and any other Contract Documents 1
referred to herein.
If, after the bids have been delivered to the Owner, any difference of opinion shall
arise as to the true intent or meaning of any part of the specifications, the decision of
the Engineer shall be final, conclusive, and binding on all parties.
2.03 INTERPRETATION OF QUANWIES IN BID SCHEDULE The schedule of
'
quantities is approximate only and is assumed solely for the purpose of comparing
bids. The quantities on which payment will be made to the Contractor are to be
determined by measurements of the work actually performed by the Contractor as
'
specified in the Contract Documents.
2.04 SITE INVESTIGATION Each bidder must satisfy themselves and form their own
'
opinions by personal examination of the location and ground of the proposed work,
and by such other means as they may desire, as to the actual conditions and
requirements of the work, including the materials to be excavated; must make their
own interpretations and satisfy themselves by their own investigations and research
regarding all conditions affecting the work to be done and the labor and materials
needed, and shall make their sole reliance thereon. Any information or data
'
furnished by the Owner or its representatives is for the convenience of any bidder
and is not guaranteed. The bidder shall thoroughly examine and familiarize
themselves with the Drawings, Special Provisions, and all other Contract
'
Documents. The Contractor, by the execution of the contract, shall accept all
responsibility for having examined the site and acquainted themselves with the
conditions there existing and the conditions of the contract. The Owner will be
,
justified in rejecting any claim based upon the Contractor's lack of proper
examination of the site conditions and legal obligations of the contract after
execution of the contract.
'
2.05 SUBMISSION OF PROPOSAL Sealed bids will be received by the Owner up to
the date and hour as specified in the Advertisement for Bids at the office of the '
Owner or as otherwise specified. Bids received after the time specified shall be
returned unopened.
GC -7
All bids must be in ink upon the bid form included in the Specifications with a given
' price for each item and aggregate amount for the work, and must be signed and
acknowledged by the bidder in accordance with the directions on the bid form. If a
separate proposal form is provided, this separate form is to be submitted, not the
form bound into the specification book. In order to ensure consideration, the bid
shall be enclosed in a sealed envelope addressed to the Owner and clearly marked as
to the time and date of bid opening, the name of the project, and name and address of
' bidder.
2.06 PROPOSAL GUARANTY Each bid shall be accompanied by a Proposal Guaranty
in the form of a money order, certified check or bid bond, payable to the order of the
owner in an amount not less than five percent (5 %) of the total amount of the bid.
No bid will be considered unless accompanied by the Proposal Guaranty.
In case alternate bids are called for, one Proposal Guaranty in the amount of five
percent (5 %) of the total amount of the highest bid alternative will be sufficient for
all bids.
As soon as the bids have been tabulated, all Proposal Guarantees shall be returned to
1 the bidders, except those of the three lowest responsible bidders, which shall be
returned after the agreement is executed and the required bonds and insurance
received, approved, and accepted by the Owner.
2.07 AFFIDAVIT OF NON - COLLUSION Each bidder shall submit with his/her
proposal, an affidavit of non - collusion, signed by one of the officers of the firm and
notarized. The Affidavit to be used is bound into these Contract Documents. A
sample affidavit is included in the attachments.
2.08 WITHDRAWAL OF PROPOSALS Any bid may be withdrawn or modified prior
to the schedule time for the opening of bids or authorized postponement thereof.
After the time set for opening of the bids, no bidder may, without the consent of the
Owner, withdraw their bid or claim extra compensation or damages for any error or
omission made by said bidder in preparing their bid, for a period of 60 days. Bid
guarantees may be held by the Owner for said 60 days until all of the bids submitted
have been canvassed, a contract awarded and executed, and the required bonds and
insurance furnished and approved. Should there be reasons why the contract cannot
be awarded within the specified period, the time may be extended by mutual
agreement between the Owner and the bidder.
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SECTION 3.00 - AWARD AND EXECUTION OF CONTRACT
3.01 EVALUATION OF PROPOSALS The bids from each responsible bidder will be
considered on the basis of the amounts as shown on the bid form, and awarded to the
lowest bidder determined by correctly adding the products resulting from correctly
multiplying the quantities stated by the unit prices bid therefore, and as otherwise
described in the Special Provisions when alternate bids are included in the proposal
form. ,
The prices are to include the furnishing of all materials; all labor and services
necessary or proper for the completion of work, except such as may be otherwise
expressly provided in the Contract Documents.
The Owner reserves the right to reject any or all bids or to accept the bid deemed in
the best interest of the Owner. Without limiting the generality of the foregoing, any
bid which is incomplete, obscure, or irregular may be rejected; any bid having
erasures or corrections in the price sheet may be rejected; any bid which omits an
amount on any one or more items in the price sheet may be rejected; any bid in
which unit prices are obviously unbalanced may be rejected; any bid accompanied
by an insufficient or irregular bid bond may be rejected; any bid which omits
acknowledgment of the receipt of addenda may be rejected.
The Owner may make such investigations as deemed necessary to determine the
ability of the bidder to perform the work, and the bidder shall furnish to the Owner
all such information and data for this purpose as the Owner may request. The Owner
reserves the right to reject any bid if the evidence submitted by, or investigation of,
such bidder fails to satisfy the Owner that such bidder is properly qualified to carry
out the obligations of the Agreement and to complete the work contemplated therein.
All bids shall be subject to review and approval of the Owner.
3.02 CONTRACT AWARD AND EXECUTION Following acceptance of the bid by
the Owner, a "Notice of Award" letter will be mailed to the Contractor together with
the prepared contract agreements for signature and return. The Notice of Award
letter will specify that the Contractor also submit affidavits or copies of insurance
coverage, a payment bond and a performance bond. No contract will be executed
until the required affidavits and bond are submitted and have been approved as to
form by the Owner.
The performance bond and payment bond shall each be in the amount of 100 percent ,
of the contract price with a corporate surety approved by the Owner. Attorneys -in-
fact who sign bid bonds or performance bonds must file with each bond a certified
and effective dated copy of their power of attorney.
For purposes of the agreement, affidavit of insurance, the payment bond, and
performance bond, the contract amount is the bid amount accepted by the Owner. '
The final amount of the contract shall be determined by summation of multiplying
and summing the resulting product of the final measured quantities of the various
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items actually constructed and installed by the unit prices stated therefore, in the
manner prescribed in the specification.
The parry to whom the contract is awarded will be required to execute the
' Agreement, obtain the affidavits, the payment bond, and the performance bond, and
return them to the Engineer within 10 calendar days from the date when Notice of
Award is delivered to the bidder. In case of failure of the bidder to complete these
' items, the Owner may at their option consider the bidder in default, in which case the
bid guaranty accompanying the proposal shall become the property of the Owner.
' The Owner within 10 calendar days of receipt of acceptable performance and
payment bonds, affidavits and Agreement signed by the bidder to whom the
Agreement was awarded shall sign the Agreement and return to the bidder an
executed duplicate of the Agreement. Should the Owner not execute the Agreement
within such period, the bidder may by written notice withdraw their signed
Agreement. Such notice of withdrawal shall be effective upon receipt of the notice
by the Owner.
A notice to proceed shall be issued within 10 calendar days of the execution of the
Agreement by the Owner. Should there be reasons why the Notice to Proceed cannot
be issued within such period, the time may be extended by mutual agreement
between the Owner and Contractor. If the Notice to Proceed has not been issued
within the 10 calendar day period or within the period mutually agreed upon, the
Contractor may terminate the Agreement without further liability on the part of either
party.
' The Notice of Award letter is not an order to proceed. The Contractor will have no
authority to perform work under this contract until all Contract Documents as
indicated above are properly completed and placed on file at the Owner's Offices
and a Notice to Proceed is issued by the Owner.
A Notice to Proceed with the work under this project will be sent to the Contractor
upon satisfaction of the above - indicated requirements and after a preconstruction
conference is held.
i 3.03 PROPOSAL ALTERNATES When a project includes a bid alternate, all bidders
are required to submit pricing for said alternate as a part of their bid. The Owner
reserves the right to accept or reject any or all of the individual items included as a
part of the bid alternate. The Owner- accepted bid alternate items' prices will be
considered as part of the low bid determination for contract award. If all alternates
are rejected, the lowest base bid submitted will be considered the low bid for
purposes of contract award.
3.04 CONTRACT SECURITY & GUARANTY The successful bidder shall be required
to furnish the Owner with a performance bond and payment bond in the form
required by law, each in an amount of one hundred (100 %) percent of the contract
amount, based on the lump sum or the anticipated quantities and unit prices, as
' determined by the Engineer.
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J
The bonds shall guarantee the proper prosecution and completion of the work by the
successful bidder; and shall further guarantee the prompt payment by the successful
bidder or all persons or firms furnishing labor, tools, materials and supplies for the
work.
Upon completion of said work, an acceptable and separate 100% maintenance bond
shall be furnished to guarantee the quality of material and workmanship of said work
for a period of two years from the date of final acceptance by the City. The
Contractor may not release the surety company on this 100% maintenance bond until
a written release of said 100% maintenance bond is given by the Owner.
When a period of two years has elapsed after the date of the acceptance of the work
by the Owner and if upon inspection by the Owner the work is found in good '
condition the maintenance bond shall be released.
If it is found by the inspection after two years use that some of the work and some of
the materials are defective, such work or materials shall be replaced or repaired by
the Contractor, and only when the Contractor has properly replaced and repaired
such defective work and/or materials will the Owner then release the 100%
maintenance bond. In the event that the Contractor fails to meet the time obligations
of the initial maintenance bond and requests an extension of time, a $1,000 escrow
will be required to offset additional costs incurred by the Owner to administrate the
maintenance bond extension.
3.05 PRE - CONSTRUCTION CONFERENCE Prior to the start of any work there shall
be a pre - construction conference arranged by the Engineer. Representatives of the
Owner, Engineer, Developer, Contractor, Subcontractor, Project Foreman, and
Utility Companies shall be notified to be present at this meeting. '
The Contractor's project superintendent shall be familiar with all phases of the work
to be executed and shall oversee the work during its progress. The project
superintendent shall represent the Contractor, and communications and directions
given to the superintendent shall be as binding as if given to the Contractor.
The Contractor's list of subcontractors and suppliers shall be submitted and reviewed
along with scheduling, materials (including bituminous mix design), material
sources, proposed haul routes, construction methods, desired materials substitutions,
and any other information necessary for the orderly execution of the work.
3.06 FAILURE TO EXECUTE CONTRACT Failure on the part of the successful bidder
to execute the Contract, furnish an acceptable bond, or comply with any other
requirements imposed precedent to the Contract, within the time allowed, shall be
considered just cause for cancellation of the award and forfeiture of the Proposal
Guaranty, not as a penalty, but in liquidation of damages sustained. Award may then
be made to the next lowest responsible bidder, or the work may be re- advertised or
otherwise performed at the discretion of the Owner.
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i
SECTION 4.00 - SCOPE OF WORK
4.01 ADDITIONAL INSTRUCTIONS. If the instructions and plans are not sufficiently
clear to permit the Contractor to proceed with the work, the Engineer shall, upon the
request of the Contractor, furnish additional written instruction, together with
additional drawings as may be necessary. When such request is made by the
Contractor, it must be in ample time to permit the preparation of the instructions and
drawings by the Engineer before the construction of the work covered by them is
undertaken. Such additional instructions and drawings shall be consistent with the
Contract Documents and shall have the same force and effect as if contained in the
original Contract Documents.
For the purpose of avoiding delays in the preparation of such additional instructions
' and drawings, the Engineer and the Contractor shall jointly prepare a schedule
showing the time for the commencement of the work to be included in them and the
time the Contractor shall furnish the necessary shop drawings which may be
necessary for their preparation. The Contractor shall do no work without proper
drawings or instructions and shall replace any work not in accordance with such
drawings and instructions at no additional cost.
' 4.02 CHANGES OR ALTERATIONS IN THE WORK The Owner, without invalidating
the contract, may order extra work or make changes by altering, adding to or
deducting from the work; the contract sum being adjusted according to the respective
unit bid prices. All such work shall be executed under the conditions of the original
contract, except that any claim for extension of time caused thereby shall be adjusted
' at the time of ordering such change.
If the Contractor claims that any instructions by drawings or otherwise issued after
' the date of the contract involved extra cost under the contract, the Engineer shall be
given written notice thereof within seven days, after the receipt of such instructions,
and in any event before proceeding to execute the work, except emergency
' endangering life or property, and the procedure shall then be as provided for
elsewhere herein for changes in the work. No such claim shall be valid unless so
made.
In giving instructions, the Engineer shall have authority to make minor changes in
the work, not involving extra cost, and not inconsistent with the purposes of the work
' but otherwise (except in an emergency endangering life or property) no extra work or
change shall be made unless in pursuance of a written order by the Engineer.
4.03 ORAL AGREEMENTS No oral order, objection, claim or notice by any party to the
others shall affect or modify any of the terms or obligations contained in any of the
contract documents, and none of the provisions of the Contract Documents shall be
' held to be waived or modified by reason of any act whatsoever, other than by a
definitely agreed waiver or modification thereof in writing, signed by the parties to
be bound or by the representatives of the parties authorized to enter into such a
waiver or modification, and no evidence shall be introduced in any proceeding of any
other waiver or modification.
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I
4.04 INTERPRETATIONS AND CHANGE ORDERS: No oral interpretation shall be
made to the Contractor as to the meaning of any of the Contract Documents or to
modify any of the provisions of the Contract Documents. Every request for an
interpretation shall be made in writing and addressed and forwarded to the Engineer. '
The Owner will not be responsible for any other explanation or interpretation of the
plans and specifications.
If unforeseen conditions require a change in the dimensions of a structure, location of
underground pipes, or major variations of a similar nature from the original plans,
necessitating exceeding the reasonable limits defined above, or being of the nature of
a substantial departure from the original plans, such change shall be covered by a
change order. The change order is to set forth in complete detail the nature of the
change and reasons therefore. The compensation to be paid the Contractor and
whether it is an addition or a reduction with respect to the original contract costs is
also to be covered in detail. Should additional or supplemental drawings be required,
they will be furnished by the Engineer.
4.05 SALVAGE Unless otherwise indicated on the plans or in the Special Provisions, all
castings, pipe and any other material taken from the work shall be the property of the '
Contractor.
4.06 FOSSILS: If any fossils, treasure or other unusual or valuable geological formations
are found in the progress of excavating, such fossils, treasure or samples of
geological formations shall be carefully preserved by the Contractor and the
Contractor shall restrict or suspend operations in the immediate area of the discovery
and shall immediately notify the Engineer of the discovery. The suspension of work
for a period not to exceed 72 hours shall be allowed without claim by the Contractor
for any damages as a result thereof. These items shall become the property of the '
state or federal agency concerned with their preservation and study.
4.07 CLEANUP: The Contractor shall, at no cost to the Owner, clean up and remove all '
refuse and unused materials of any kind resulting from the work. Upon failure to do
so within 72 hours after request by the Engineer, the work may be done by the
Owner and cost thereof be charged to the Contractor and deducted from the final
estimate.
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' Failure to condemn any inferior material or work at the time of its use or construction
shall not be construed as an acceptance of the same, but the Contractor shall upon
notice from the Engineer at any time prior to the final acceptance of the improvement
immediately tear out, remove and properly reconstruct, at no cost to the Owner, any
portion of this improvement which the Engineer may decide to be defective and the
Contractor will be held wholly responsible for the safety, proper construction and
' perfection of the entire improvement until the same has been finally accepted and
paid for by the Owner.
The Engineer will make final inspection of all work included in the contract or any
portion thereof, as soon as practicable after notification by the Contractor that such
work is nearing completion. If such work is not acceptable to the Engineer at the
time of the inspection, the Contractor will be advised in writing as to the particular
defects to be remedied before such work can be accepted. If, within a period of ten
days after such notification, the Contractor has not taken steps to speedily complete
the work as directed, the Engineer may, without further notice and without in any
way impairing the contract, make such other arrangements as deemed necessary to
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SECTION 5.00 - CONTROL OF WORK
'
5.01 ENGINEER'S RESPONSIBILITY AND AUTHORITY The Engineer is
responsible for the general supervision and direction of the inspection. The Engineer
will decide all questions regarding:
(a) Quality and acceptability of materials furnished and work performed.
(b) Manner of performance and rate of progress of the work.
1
(c) Interpretation of the Plans, Specifications, and Special Provisions.
(d) Measurement, control of quantities, and the amount of any deductions or
adjustments to be made in payment.
(e) Acceptable fulfillment of all Contract Provisions on the part of the
Contractor.
The Engineer is not responsible for the acts or omissions of the Contractor's
'
superintendent or employees.
The Engineer shall, within a reasonable time after receiving written notification,
make decisions in writing on all claims of the Owner or the Contractor and on all
other matters relating to the execution and progress of the work or the interpretation
of the Contract Documents.
'
All such decisions of the Engineer shall be final, except where time or financial
considerations are involved, in which case, the decision is subject to arbitration (if
less than $10,000) as per these general conditions. Any dispute over $10,000 shall
be settled in Carver County District Court.
' Failure to condemn any inferior material or work at the time of its use or construction
shall not be construed as an acceptance of the same, but the Contractor shall upon
notice from the Engineer at any time prior to the final acceptance of the improvement
immediately tear out, remove and properly reconstruct, at no cost to the Owner, any
portion of this improvement which the Engineer may decide to be defective and the
Contractor will be held wholly responsible for the safety, proper construction and
' perfection of the entire improvement until the same has been finally accepted and
paid for by the Owner.
The Engineer will make final inspection of all work included in the contract or any
portion thereof, as soon as practicable after notification by the Contractor that such
work is nearing completion. If such work is not acceptable to the Engineer at the
time of the inspection, the Contractor will be advised in writing as to the particular
defects to be remedied before such work can be accepted. If, within a period of ten
days after such notification, the Contractor has not taken steps to speedily complete
the work as directed, the Engineer may, without further notice and without in any
way impairing the contract, make such other arrangements as deemed necessary to
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1
have such work completed in a satisfactory manner without regard to remaining
contract completion time. The cost of completing such work shall be deducted from I
any moneys due, or which may become due the Contractor on the contract.
5.02 INTENT OF PLANS AND SPECIFICATIONS The intent of the plans and
specifications is that the Contractor furnishes all labor and materials, equipment and
transportation necessary for the proper execution of the work unless specifically
noted otherwise. The Contractor shall do all the work shown on the plans and
described in the specifications and all incidental work necessary to complete the
project in an acceptable manner and to fully complete the work or project, ready for
use, occupancy and operation of the Owner.
It is further the intention of the plans and specifications to set forth requirements of
performance, type of equipment and structures, and standards of materials and
construction, to require new material and equipment unless otherwise indicated and
to require complete performance of the work without specific reference to any minor
component part. It is not intended, however, that materials or work not covered by
the specifications shall be supplied unless distinctly so noted. Materials or work
described in words, which so applied have a well known technical or trade meaning,
shall be held to refer to such recognized standards.
,
All work shall be completed in accordance with the specifications and plans, and in
compliance with applicable laws of Federal, State and local governments.
5.03 SHOP DRAWINGS The Contractor shall, upon request, submit shop drawings in
quadruplicate for the approval of the Engineer.
,
5.04 DIMENSIONS Figured dimensions on the plans will be used in preference to
scaling the drawings. Where the work of the Contractor is affected by finish
dimensions or manufacturer's equipment, these shall be determined by the Contractor
'
at the site, and s/he shall assume the responsibility therefore.
5.05 MODELS All models prepared for this work, in accordance with requirements of
plans and specifications, shall become the property of the Owner at the completion of
the work.
5.06 ADEQUACY OF PLANS AND SPECIFICATIONS The complete requirements of
the work to be performed under the contract shall be set forth in plans and
specifications to be supplied by the Owner through the Engineer or by the Engineer '
as representative of the Owner.
5.07 CONFLICT In the case of a conflict of meaning between any of the terms of the
Contract Documents, the provisions of the document listed first below over those of
a document listed later:
1. Contract Agreement Form
2. Special Provisions
3. Plans
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Questions as to meaning of plans and specifications shall be interpreted by the
Engineer, whose decisions shall be final and binding on all parties concerned. (See
also Section 5.01 of these General Conditions.) The Engineer will provide the
' Contractor with such information as may be required to show revised or additional
details of construction. The Engineer will provide full information when errors or
omissions in the plans and specifications are discovered. Any work done by the
Contractor, after discovery of such discrepancies, errors or omissions and prior to a
decision by the Engineer, shall be done at the Contractor's risk.
5.09 SEPARATE CONTRACTS The Owner reserves the right to let other contracts in
connection with this work. The Contractor shall afford other Contractors reasonable
opportunity for the introduction and storage of their materials and the execution of
their work and shall properly connect and coordinate the work with that of other
contractors.
If any part of the Contractor's work depends for proper execution or results upon the
work of any other Contractor, the Contractor shall inspect and promptly report to the
Engineer any defects in such work that render it unsuitable for such proper execution
' and results. Failure to so inspect and report shall constitute an acceptance of the
other Contractor's work.
To insure the proper execution of the work, the Contractor shall measure work
already in place and shall at once report to the Engineer any discrepancy between the
executed work and the drawings.
1 5.10 PLANS AND SPECIFICATIONS AT JOB SITE: One complete set of all plans and
specifications shall be maintained by the Contractor at the job site and shall be
available to the Engineer at all times.
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4. Specifications
5. General Conditions
6. Bid
7. Bid Form
Special provisions and detail plans are intended to modify and prevail over standard
plans and specifications.
5.08 DISCREPANCIES IN PLANS The drawings, specifications, and other parts of the
plans are intended to complement one another. Anything shown on the drawings but
not mentioned in the specifications, or vice versa, or anything not expressly set forth
in either but which is reasonably implied, shall be furnished as though specifically
shown and mentioned in both without any extra charge. Should anything be omitted
from the drawings and necessary to the proper construction of the work herein
described, it shall be the duty of the Contractor to notify the Engineer prior to
beginning work; and in the event of the Contractor failing to give such notice, the
Contractor shall make good any damage or defect in work caused thereby, without
extra charge to the owner.
Questions as to meaning of plans and specifications shall be interpreted by the
Engineer, whose decisions shall be final and binding on all parties concerned. (See
also Section 5.01 of these General Conditions.) The Engineer will provide the
' Contractor with such information as may be required to show revised or additional
details of construction. The Engineer will provide full information when errors or
omissions in the plans and specifications are discovered. Any work done by the
Contractor, after discovery of such discrepancies, errors or omissions and prior to a
decision by the Engineer, shall be done at the Contractor's risk.
5.09 SEPARATE CONTRACTS The Owner reserves the right to let other contracts in
connection with this work. The Contractor shall afford other Contractors reasonable
opportunity for the introduction and storage of their materials and the execution of
their work and shall properly connect and coordinate the work with that of other
contractors.
If any part of the Contractor's work depends for proper execution or results upon the
work of any other Contractor, the Contractor shall inspect and promptly report to the
Engineer any defects in such work that render it unsuitable for such proper execution
' and results. Failure to so inspect and report shall constitute an acceptance of the
other Contractor's work.
To insure the proper execution of the work, the Contractor shall measure work
already in place and shall at once report to the Engineer any discrepancy between the
executed work and the drawings.
1 5.10 PLANS AND SPECIFICATIONS AT JOB SITE: One complete set of all plans and
specifications shall be maintained by the Contractor at the job site and shall be
available to the Engineer at all times.
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1
The Owner retains the right of access to all plans, specifications and drawings.
5.11 MOVING OF PUBLIC AND PRIVATE UTILITIES: The Owner will give
reasonable notice to all affected utility companies of the potential necessity of
movement of their installations prior to commencement of the work. It shall be the
responsibility of the Contractor to coordinate the work with the utility companies.
It is provided that no utility, private or public, shall be moved to accommodate the
Contractor's equipment or the method of operation when such utility does not
conflict with the installation of the improvement under construction unless the costs
of such removal shall be at the expense of the Contractor.
,
The Contractor shall notify the proper representatives of any public utility,
corporation, and company or individual, not less than 48 hours in advance of any
work which might damage or interfere with the operation of their or his/her property
along or adjacent to the work.
5.12 PROTECTION OF EXISTING RvIPROVEMENTS AND UTILITIES Prior to
construction, the Contractor shall obtain field locations or other assistance as may be
required to determine the existence and location of gas main and other private
utilities as well as public utilities of the City, County, or State which may be
underground or overhead within street and highway right of way or within easements
and which may be interfered with under this contract.
In cases where the alignment, as shown on the plans, coincides with the existing
location of either an overhead or underground privately owned utility so that, in the
opinion of the Engineer, the relocation of said utility is required to complete the
installation, the Owner shall provide for such relocation unless specified otherwise in
the Special Provisions.
,
Existing underground, surface or overhead structures are not necessarily shown on
the plans. Those shown are only approximate and no responsibility is assumed by
the Owner or the Engineer for the accuracy of location. The Contractor shall make
such investigations as are necessary to determine the extent to which existing
structures may interfere with the work contemplated under this contract.
The sizes, locations and depths of such structures as are shown on the plans and
profiles are only approximate and the Contractor shall verify the accuracy of the
information
given.
The Contractor shall support and protect by timbers or otherwise, all pipes, conduits,
poles, wires or other apparatus which may be in any way affected by the work.
At all shaft sites and on all open cut work, the Contractor shall provide and maintain
free access to fire hydrants, water and gas valves, manholes and similar facilities.
,
Gutters and waterways shall be kept open or other satisfactory provisions made for
the removal of the storm water.
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1
I
The Contractor shall provide as incidental to the work all methods for adequately
draining the work and shall assume full responsibility and liability for damage to any
persons or property resulting from such damage.
No trees shall be cut except upon the specific authority of the Engineer. Trees
adjacent to the work shall be protected from all damage by the construction
operations.
Storm and sanitary sewers must be carefully protected from any sand or debris and
any such deposition caused by the Contractor's operations must be removed from the
I manholes and pipes by the Contractor.
Prior to construction commencement, the Contractor shall notify the Owner and
conduct an inspection of potentially affected existing public utilities noting
conditions such as sand in manholes or damaged valve boxes prior to the
Contractor's construction. Once construction has commenced it will be assumed that
all damage to surface and underground installations not previously noted has been
caused by the Contractor's operations. The Contractor will be responsible to make
the necessary corrections and/or repairs.
r 5.13 DAMAGE TO EXISTING IMPROVEMENTS OR UTILITIES If, through the
Contractor's operations, any of said pipes, conduits, poles, wires, or apparatus should
be damaged, they shall be repaired by the authorities having control of same, and the
expense of such repairs shall be charged to the Contractor.
r
The Contractor shall indemnify and save the Owner and Engineer harmless from
claims for any damage done to any street or other public property; or to any private
property by reason of breaking of any water pipe, sewer or gas pipe, electric conduit,
or other utility by or through the Contractor's negligence.
The Contractor shall restore, or have restored at his/her own cost and expense, such
property to a condition similar or equal to that existing before such damage or injury
was done, by repairing, rebuilding, or otherwise restoring as may be directed, or shall
make good such damage from injury in a manner acceptable to the Owner or the
Engineer. In case of failure on the part of the Contractor to restore such property or
make good such damage or injury, the Engineer may, upon 48 hours written notice
under ordinary circumstances and without notice when a nuisance or hazardous
condition results, proceed to repair, rebuild, or otherwise restore such property as
may be determined necessary, and the cost thereof will be deducted from any
moneys due to the Contractor under this contract and if not so deducted, the
Contractor will be obligated to forth with reimburse the Owner for the cost thereof.
The Contractor shall indemnify and save the Owner and Engineer harmless from
claims brought for or on account of any damage, maintenance, removal or
replacement, or relocation of mains, conduits, pipes, wires, cables or other such
structures of private utility firms or corporations, whether underground or overhead,
that may be caused or required by the Contractor during the time the work is in
progress.
GC -18
The Contractor shall not claim or be entitled to receive compensation for any
damages sustained by reason of the inaccuracy or the omission of any of the
information given on the drawings, relative to the surface, overhead, or underground
structures or by reason of the Contractor's failure to properly protect and to maintain
such structures.
The Contractor is to exercise extreme care in crossing or working adjacent to all
utilities and shall be responsible to protect and maintain their operation during the
time the work is in progress. The Contractor shall restore, at no cost to the Owner,
any public structures such as watermains, water connections and appurtenances,
sewers, manholes, catch basins and sewer connections which are damaged or injured
in any way by his/her acts.
No trees shall be removed without permission of the Engineer. No compensation
will be paid for cutting down, removing and disposing of shrubs. Any trees or shrubs
deemed savable will be field located by the Engineer and shall be fully protected by
this Contractor during construction. Any trees removed or damaged by the
Contractor, which were deemed savable by the Engineer, will be replaced at the
Contractor's expense with a new tree as near in size and kind as possible, but never
larger than 6" in diameter as measured 2 feet above the ground surface.
All trimming of trees has to be approved by the Engineer. All trees damaged during
construction shall be trimmed and repaired.
The following procedures shall be adhered to when constructing utilities near trees.
a. Cut roots cleanly.
b. Backfill trench as soon as possible; do not leave the roots exposed to air.
C. No equipment or construction materials shall be stored beneath a tree's drip
line.
d. Clean up around trees immediately after construction.
5.14 MONUMENTS AND STAKES The Contractor shall not disturb any monuments or
stakes found on the line of this improvement until ordered by the Engineer. The
Engineer will furnish and set all new monuments or stakes required along the line of
this improvement, but the Contractor will be responsible for their protection.
In case any monument or stake is disturbed by the Contractor without orders from
the Engineer, the Contractor will be charged with cost of the survey and other work
required to relocate the same.
Prior to the start of construction, the Contractor shall give the Engineer five working
days written notice when s/he requires the services of the Engineer for laying out any
portion of the work is required. After the start of construction, the Contractor shall
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u
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give the Engineer 48 hours notice, not including Saturday or Sunday, when s/he
requires the services of the Engineer for laying out any portion of the work is
required.
5.15 INSPECTORS Inspectors may be appointed by the Engineer or Owner subject to
approval by the City Engineer to see that the work is performed in accordance with
the plans and specifications. Inspector qualifications shall be submitted in writing to
the City Engineer.
5.16 EXAMINATION OF COMPLETED WORK At the request of the Engineer, the
Contractor at any time before acceptance of the work shall remove or uncover such
portions of the finished work as requested. After examination, the Contractor shall
restore said portions of the work to the standard required by the specifications.
Should the work thus exposed or examined prove acceptable, the uncovering or
removing, and the replacing of the covering or making good of the parts removed
shall be paid for as extra work, in accordance with requirements of Section 9.03 of
the General Conditions; but should the work so exposed or examined prove
unacceptable, the uncovering, removing and replacing shall be at the Contractor's
expense.
5.17 OWNER'S RIGHT TO CORRECT DEFICIENCIES If the Contractor should
neglect to execute the work properly or fail to perform any provision of this contract,
the Owner after ten days' written notice to the Contractor may, without prejudice to
any other remedy, make good such deficiencies and may deduct the cost thereof from
the payment then or thereafter due the Contractor.
' 5.18 TRAFFIC CONTROL AND MAINTENANCE
(A) Maintenance of Traffic The Contractor is responsible for maintenance,
control, and safeguarding of traffic within and immediately abutting the
project as further outlined herein, and as may otherwise by provided in the
Special Conditions. The Contractor is responsible for maintenance, control,
and safeguarding of traffic on all detours. The Owner reserves the right to
select any detour routes and will coordinate with other governmental
agencies.
(B) Street Closures or Partial Closures Streets may be closed to through traffic
but shall not be closed to traffic until such closure has been approved by the
Owner. Street closures shall be made in such a manner as to provide for
maximum public safety and public convenience. They shall be opened to
through traffic at such times as the work has been completed, or as the Owner
may direct.
(C) Existing Traffic Signs and Facilities The Contractor will make all necessary
adjustments to traffic signals and traffic signal activators at no cost to the
Owner. Existing traffic and street name signs which will interfere with
construction will be removed by the Contractor as required by the
GC -20
construction schedule. Upon completion of the project, the Contractor shall
reset all such signs.
(D) Detours & Haul Routes Contractors shall plan haul routes utilizing State
Trunk Highways and County State Aid Highways. Any requests to use City
streets as haul routes shall be made in writing to the Engineer. The Engineer
shall have the final decision to approve or disapprove haul route requests and
impose road damage penalties as necessary. ,
(E) Local and Emergency Traffic Local traffic shall be provided access to
private properties at the end of each day, except during some urgent stages of
construction when it is impracticable to carry on the construction and
maintain access simultaneously, such as for the placing of bituminous
pavement, placing and curing of Portland cement concrete, and utility
excavations which prohibit safe travel of vehicular traffic. Emergency traffic
such as police, fire and disaster units shall be provided reasonable access at
all times.
The Contractor shall notify the Owner 48 hours prior to proposed partial
blockage or closure of any street or public right of way and shall place all
necessary warning signs and provide all necessary flaggers. The Contractor
shall notify the police /fire department 48 hours prior to the proposed
blockage or closure of any street or public right of way.
(F) Protection of Pedestrian and Vehicular Traffic The Contractor shall take
every precaution to protect pedestrian and vehicular traffic.
'
(G) Restriction of Parking Where parking is a hazard to through traffic or to the
construction work, it shall be restricted either entirely or during the time
when it creates a hazard. Signs for this purpose will be furnished and placed
'
by the Contractor. The Contractor shall be responsible for and shall maintain
the signs if they are used on any street which is directly involved in the
construction work. If the no parking signs are to be used beyond the confines
'
of the work area, such as another street being used as a detour, the signs will
be the responsibility of the Contractor.
,
(H) F1aggers: The Contractor shall furnish at his/her own expense all flaggers.
5.19 TRAFFIC CONTROL WITHIN AND ABUTTING THE PROJECT: The
Contractor shall place and maintain all signs, barricades and warning lights within
the limits of the project on all streets, alleys and driveways entering the project so
that approaching traffic will turn right or left on existing undisturbed streets before
reaching the warning signs and barriers immediately abutting the project.
Barricades shall be furnished by the Contractor. The Contractor shall assume
responsibility for signs and traffic control devices beyond the limits herein before
described.
GC -21
-J
5.20 REMOVAL OF CONSTRUCTION EQUIPMENT, TOOLS AND SUPPLIES At
the termination of this contract, before acceptance of the work by the Owner, the
Contractor shall remove all equipment, tools and supplies from the property of the
Owner. Should the Contractor fail to remove such equipment, tools and supplies, the
Owner shall have the right to remove them.
5.21 SUSPENSION OF WORK BY ENGINEER When, in the judgment of the
Engineer, unfavorable weather or any other condition makes it impractical to
perform work in accordance with the contract, or should the Contractor fail to
comply with the provisions of the contract or the requirements of the specifications,
the Engineer may issue to the Contractor a written order to immediately suspend
work and upon receipt of such notice, on that part of the contract work specified in
said written order. When conditions are again favorable for prosecution of the work,
' the Engineer will issue to the Contractor a written order to resume the suspended
work. Orders to suspend work will not be written for intermittent shutdowns due to
weather conditions unless the suspension of work is to be for a period of time
exceeding five working days. The Contractor shall be responsible for preventing any
damage or unreasonable deterioration of the work during the time it is closed down.
Suspension of the work by the Engineer is not grounds for claims by the Contractor
for damages or extra compensation.
' Inspectors shall have authority to suspend all or a portion of the work which is not
being properly performed and, subject to the final decision of the Engineer, to
condemn and reject defective work and materials.
' Inspectors shall have authority to permit deviation from the plans and specifications
and to suspend work as required for conformance with the plans and specifications.
' If requested by the Contractor, the suspension order will be given in writing.
Inspectors shall not act as foremen or perform other duties for the Contractor.
' 5.22 SUSPENSION OF WORK BY OWNER The Owner may at any time suspend the
work, or any part thereof, by giving ten day's notice to the Contractor in writing. This
work shall be resumed by the Contractor within ten days after the date fixed in a
' supplemental written notice from the Owner to the Contractor to do so.
If the work, or any part thereof, shall be stopped by the notice in writing aforesaid,
' and if the Owner does not give a supplemental notice in writing to the Contractor to
resume work at a date within a year of the date fixed in the written notice to suspend,
then the Contractor may abandon that portion of the work so suspended, and s/he
will be entitled to the estimates and payments for all work done on the portions so
abandoned, if any.
If suspension of all or part of the work, which is subsequently resumed, causes
' additional expenses not due to the fault or negligence of the Contractor, the Owner
shall reimburse the Contractor for additional expense incurred due to suspension of
the work. Claims for such compensation, with complete substantiating records, shall
be filed with the Owner within ten days after the date or order to resume work in
' GC -22
1
No one shall be qualified to act as an arbitrator who has, directly or indirectly, any
financial interest in the contract or who has any business or family relationship with
the Owner, the Contractor, or the Engineer. Each arbitrator selected shall be qualified
by experience and knowledge of the work involved in the matter to be submitted to '
arbitration.
Arbitration shall be conducted in accordance with the Uniform Arbitration Act, '
Minnesota Statutes, Chapter 572, and the Construction Industry Arbitration Rules of
the American Arbitration Association.
GC -23
order to receive consideration. This paragraph shall not be construed as entitling the
Contractor to compensation for delays due to inclement weather, failure to furnish
additional surety or sureties specified herein, for supervision made at the request of
the Contractor, or for any other delay provided for in the Contract Documents.
5.23 ARBITRATION Should there be a dispute about any matter involving the decision
of the Engineer which is subject to arbitration (less than $10,000); the dispute shall
be promptly submitted to arbitration upon demand by either parry to the Contract
'
(see Section 5.01 of the General Conditions). The Contractor shall not delay the
work because arbitration proceedings are pending unless s/he shall have written
permission from the Engineer or Owner is given and such delay shall not extend
,
beyond the time when the arbitrators shall have opportunity to determine whether the
work shall continue or be suspended pending decision by the arbitrators of such a
dispute. Any demand for arbitration shall be in writing and shall be delivered to the
'
Engineer and any adverse party either by personal delivery or by registered mail
addressed to the last known address of each within ten days of receipt of the
Engineer's decision, and in no event after final payment has been made and accepted,
subject, however, to any express stipulation to the contrary in the Contract
'
Documents. Should the Engineer fail within a reasonable period to make a decision,
a demand for arbitration may then be made as if the Engineer's decision had been
rendered against the party demanding arbitration.
No one shall be qualified to act as an arbitrator who has, directly or indirectly, any
financial interest in the contract or who has any business or family relationship with
the Owner, the Contractor, or the Engineer. Each arbitrator selected shall be qualified
by experience and knowledge of the work involved in the matter to be submitted to '
arbitration.
Arbitration shall be conducted in accordance with the Uniform Arbitration Act, '
Minnesota Statutes, Chapter 572, and the Construction Industry Arbitration Rules of
the American Arbitration Association.
GC -23
1
1
SECTION 6.00 - CONTROL OF MATERIALS AND WORKMANSHIP
6.01 QUALITY OF EQUIPMENT AND MATERIALS In order to establish standards of
quality, the Engineer has, in the detailed specifications, referred to certain products
by name and catalog number. This procedure is not to be construed as eliminating
from competition other products of equal or better quality by other manufacturers
where fully suitable in design.
Whenever in these specifications, a material or article is specified by using the
specific description or name of proprietary product, or name of a manufacturer or
vendor, rather than by using descriptive detail or substance and function, any article
which will perform the duties imposed adequately and to the same effectiveness as
determined by the Engineer will be acceptable as a substitute in lieu of the material
or articles so specified.
Only materials conforming to the requirements of these specifications shall be used
in the work. The source of any material shall not be changed at any time without the
written approval of the Engineer. The Contractor may be required at any time to
furnish a complete statement of the original, composition and manufacturer of any or
all materials required in the work, or to submit samples of the same.
Unless otherwise specified, all materials shall be new and both workmanship and
material shall be of good quality. The Contractor shall, if required, furnish
satisfactory evidence as to the kind and quality of materials or tools used in the work.
' All materials, supplies and articles furnished shall, whenever so specified, and
otherwise wherever practicable, be the standard stock products of recognized
reputable manufacturers.
' The Contractor shall furnish a complete list of proposed desired substitutions,
together with such engineering and catalog data as the Engineer may require. List
' and information must be submitted prior to submittal of first progress payment
estimate.
The Contractor shall abide by the Engineer's judgment when proposed substitute
materials or items of equipment are judged to be unacceptable and shall furnish the
specified material or item of equipment in such case. All proposals for substitutions
shall be submitted in writing by the Contractor and not by individual trades or
material suppliers. The Engineer will approve or disapprove proposed substitutions
in writing within a reasonable time. No substitute materials shall be used unless so
approved in writing.
6.02 TESTING All testing of materials and workmanship shall be conducted by a
reputable and qualified firm totally independent of the contractor and owner.
6.03 USE OF PREMISES The Contractor shall confine equipment, storage of materials
and operation of work to the limits indicated by law, ordinances, permits, easements
GC -24
or direction of the Engineer, and shall not unreasonably encumber the premises with
said equipment and materials. '
6.04 STORAGE OF MATERIALS Materials shall be stored so as to insure the
preservation of their quality and fitness for the work and such materials, even though
approved before storage, shall be subject to testing and must meet the requirement of
these specifications at the time it is proposed to use them in the work. Materials shall
be stored in a safe manner that will facilitate inspection. The portion of the right of '
way not required for public travel may, with the consent of the Engineer, be used for
storage purposes and for the placing of the Contractor's plant and equipment; but any
additional space required; unless otherwise stipulated, shall be provided by the '
Contractor at no cost to the owner.
From the commencement of the work until the completion of the same, the
Contractor shall be solely responsible for the care of the work covered by this
contract and for the materials delivered at the site intended to be used in the work
and all injury or damage to the same from whatever cause, shall be made good at the '
Contractor's expense before the final estimate is made. The Contractor shall provide
suitable means of protection for and shall protect all material intended to be used in
the work and all work in progress as well as completed work. All necessary '
precautions shall be taken to prevent injury or damage to work in progress of
construction by flood, freezing or from inclemency's of the weather at any and all
times and only approved methods shall be used for this purpose.
6.05 MANUFACTURER'S DIRECTIONS: Manufactured articles, material and
equipment shall be applied, installed, connected, erected, used, cleaned and '
conditioned as directed by the manufacturer unless herein specified to the contrary.
6.06 REJECTED WORK AND MATERIALS: All materials which do not conform to the '
requirements of the Contract Documents are not equal to samples approved by the
Engineer, or are in any way unsatisfactory or unsuited to the purpose for which they
are intended, shall be rejected and shall be removed immediately from the Project, ,
unless otherwise permitted. No materials which have been rejected - the defects on
which have been corrected or removed - shall be used until approval has been given.
If the Contractor does not remove such condemned work and materials within a
reasonable time fixed by written notice, the Owner may remove them and may store ,
the materials at the expense of the Contractor. If the Contractor does not pay the
expense of such removal within ten days thereafter, the Owner may, upon ten days'
written notice, sell such materials at auction or at private sale and shall account for '
the net proceeds thereof, after deducting all the costs and expenses that should have
been borne by the Contractor.
The Contractor shall promptly remove from the premises all materials condemned by ,
the Engineer as failing to conform to the contract, whether incorporated in the work
or not and the Contractor shall promptly replace and re- execute the work in
accordance with the Contract Documents without expense to the Owner and shall
bear the expense of making good all work of the other contractors destroyed or
damaged by such removal or replacement.
GC -25
' Work done contrary to or regardless of the instructions of the Engineer, work done
without lines, grade or cross stakes and grades shown on the plans or as given by the
Engineer, or any deviation made from the plans and specifications without written
authority will be considered unauthorized and at the expense of the Contractor and
will not be measured or paid for by the Owner. Any and all work so done may be
ordered removed and replaced immediately at the Contractor's expense.
6.07 MATERIALS FURNISHED BY THE OWNER Materials specifically indicated
will be furnished by the Owner. The fact that the Owner is to furnish material is
conclusive evidence of its acceptability for the purpose intended and the Contractor
may continue to use it until otherwise directed. The Contractor shall notify the
Engineer upon discovering any defect in materials furnished by the Owner.
' Materials furnished by the Owner, which are not of local occurrence, will be
provided at locations listed on plans or in specifications. After receipt of the material
the Contractor shall be responsible for material loss or damage, including that caused
by third parties.
6.08 MATERIALS FURNISHED BY THE CONTRACTOR: All materials used in the
' work shall meet the requirements of the respective plans and specifications. All
materials not otherwise specifically indicated shall be furnished by the Contractor.
I GC -26
Property Damage '
General & Automobile ........ ............................... $1,000,000 Each Occurrence
General............................................ ............................... $1,000,000 Aggregate
The insurance referred to in subparagraph (b) above shall be written under the '
Comprehensive General and Comprehensive Automobile Liability policy forms,
including coverage for all owned, hired, and non -owned automobiles. The Contractor ,
GC -27
SECTION 7.00 - LEGAL RELATIONS AND RESPONSIBILITY TO PUBLIC
'
7.01 INSURANCE The Contractor shall not commence work under this contract until all
insurance required under the Contract Documents has been obtained and until copies
of certificates thereof are submitted to the Owner; the Contractor shall not allow any
'
subcontractor to commence work until the insurance required of such subcontractor
has been obtained and copies of policies and certificates submitted to the Owner.
During the term of this contract, the Contractor shall maintain such insurance as will
protect the Contractor from claims as set forth below which may arise out of or from
the Contractor's operations under the contract, whether such operations be by the
,
Contractor, or by a subcontractor, or sub - subcontractor or anyone directly or
indirectly employed by any of them, or by anyone for whose acts any of them may
be held liable:
'
(a) For claims arising under any Workmen's Compensation, Employers Liability,
or any similar employee benefit.
'
(b) For claims because of bodily injury, sickness, disease, or death of any person
or persons other than his/her employees, and for claims because of damage to
or destruction of property of others resulting therefrom, including loss of use
thereof.
Such insurance shall be written for amounts not less than the following as respects
'
subparagraph (a) above:
Workmen's Compensation .............. ............................... .......................Statutory
Employers Liability .................. ............................... $500,000 Each Occurrence
and as respects subparagraph (b):
,
Bodily Injury and Property
Damage with a Combined Single
,
Limit of Liability of $2,000,000 Each Occurrence
of
Bodily Injury
General & Automobile .............. ............................... $1,000,000 Each Person
'
General & Automobile ........ ............................... $1,000,000 Each Occurrence
Property Damage '
General & Automobile ........ ............................... $1,000,000 Each Occurrence
General............................................ ............................... $1,000,000 Aggregate
The insurance referred to in subparagraph (b) above shall be written under the '
Comprehensive General and Comprehensive Automobile Liability policy forms,
including coverage for all owned, hired, and non -owned automobiles. The Contractor ,
GC -27
1
has the option to provide the limits of liability as set out above by a combination of
the above described policy forms and an Umbrella Excess Liability policy.
It is a condition of the contract that the policy or policies afford coverage for damage
to property of others arising out of the perils of explosion, collapse, and damage to
underground facilities, and it is a further condition that the policy or policies afford
the same limits of liability as set out in "Contractor's Responsibilities" of the General
Conditions.
All responsibility for payment of any sums resulting from any deductible provision,
corridors, or self-insured retention conditions or the policy or policies shall remain
with the Contractor.
' It is a condition of the contract that the policy or policies waive any and all
governmental immunity as a defense in any action brought against the insured or any
other party to the contract.
All insurance policies and certificates shall be submitted prior to the execution of the
contract and shall be subject to the approval of the Owner.
�
Approval of the insurance by the Owner shall not in any way relieve or decrease the
liability of the Contractor hereunder, and it is expressly understood that the
Owner/Engineer do not in any way represent that the above specified insurance or
limits of liability are sufficient or adequate to protect the Contractor's interests or
liabilities.
Evidence of the above required insurance shall be furnished on a Certificate of
Insurance form satisfactory to the Owner.
Copies of all certificates evidencing such insurance shall be filed with the Owner.
The certificates shall be executed by the insurer and shall expressly stipulate that the
policies are non - cancelable prior to expiration of the contract period, unless ten days'
notice in writing to the Owner shall be filed with the Owner. Certificates for liability
policies must show that the City and Engineer are additional insureds.
7.02 CONSTRUCTION DAYS AND HOURS Construction hours, including pick -up
and deliveries of material and equipment and the operation of any internal
combustion engine, may only occur from 7:00 a.m. to 6:00 p.m. on weekdays, from
9:00 a.m. to 5:00 p.m. on Saturdays with no such activity allowed on Sundays or on
legal holidays. Contractors must require their subcontractors, agents and supplies to
comply with these requirements and the Contractor is responsible for their failure to
do so. Under emergency conditions, this limitation may be waived by the written
consent of the City Engineer. If construction occurs outside of the permitted
construction hours, the Contractor shall pay the following administrative penalties:
First Violation Written Warning
Second Violation $ 500.00
GC -28
Third and Subsequent Violations $1,000.00
The hourly rates will be in conformance with Engineer's current fee schedule.
Overtime work is 1.5 times the hourly rate. Payment to the owner shall be made by
deductions to the contractor's progress or final payments.
7.03 DRUG AND ALCOHOL TESTING All contractors and their subcontractors shall
provide the City, prior to conducting any work, written verification of compliance
with the Federal Highway Administration (FHWA) drug use and alcohol testing
rules published February 15, 1994, which apply to persons required to have a
commercial drivers license (CDL).
7.04 WATER The Contractor shall make all arrangements with the City's Utility
Superintendent for obtaining any water which may be needed for the construction.
No water may be taken from any City hydrants unless authorized in writing by the
Utility Superintendent. Failure to obtain City authorization will result in prosecution
and fines within the limits of city ordinance.
Access to private property shall be maintained/provided after 5:00 PM. Temporary
mailboxes must be installed when the Contractor anticipates or the plans show as
such. The Contractor must furnish, install, and remove temporary mailboxes.
Temporary mailbox locations must be approved by the Engineer.
7.05 NOISE ELMNATION The Contractor shall eliminate noise to as great an extent
as possible at all times. Air compressing plants shall be equipped with silencers and
the exhausts of all gasoline motors or other power equipment shall be provided with
mufflers.
7.06 PATENTS All fees or royalties for patented invention, equipment, or arrangements
that may be used in any manner connected with the construction or erection of the
work, or any part thereof, shall be included in the price mentioned in the contract.
7.07 PRIVELEGES OF CONTRACTOR IN STREETS, RIGHTS -OF -WAY AND
EASEMENTS For the performance of the contract, the Contractor will be permitted
to occupy such portions of streets or alleys, or other public places, or other
rights -of -way, as shown on the plans or as permitted by the Engineer. A reasonable
amount of tools, materials and equipment for construction purposes may be stored in
such space, but not more than is necessary to avoid delays in construction. Excavated
and waste materials shall be piled or stacked in such a way as not to interfere with
spaces that may be designated to be left free and unobstructed, nor inconvenience
occupants of adjoining property. Other Contractors of the Owner may, for all
purposes required by their contracts, enter upon the work and premises used by the
Contractor, and the Contractor shall give to other Contractors of the Owner all
reasonable facilities and assistance for the completion of adjoining work. Any
additional ground desired by the Contractor for sole use shall be acquired by the
Contractor at not cost to the Owner. Also, all maintenance and restoration costs shall
be the responsibility of the Contractor.
GC -29
' Where the work encroaches upon any right of way of any railway or state or county
highway, the Owner shall apply for the necessary permits and the Contractor shall
secure, pay the cost of all fees and provide bonds as required at no additional
compensation. Where railway tracks or such highway are to be crossed, the
Contractor shall observe all the regulations and instructions of the railway company
and highway department as to methods of doing the work, or precautions for safety
of property and the public. All negotiations with the railway company and highway
' department, except the right -of -way, shall be made by the Contractor at no cost to the
Owner. The Contractor will not be paid direct compensation for such railway or
highway crossing, unless so provided in the Special Conditions and Proposal.
' 7.08 DISCREMINATION ON ACCOUNT OF RACE, CREED OR COLOR The
Contractor agrees that the provisions of State Statutes are as much a part of this
' contract as if fully set forth herein.
7.09 SAFETY: Precautions shall be exercised at all times by the Contractor for the
protection of persons, employees and property. The safety provisions of applicable
laws and local building and construction codes shall be observed.
' The Contractor is solely responsible for the safety, proper construction and
protection of the entire work until the same has been finally accepted and paid for by
the Owner. The Contractor is responsible for conducting all work in compliance with
the requirements of applicable state and federal laws, and the rules and regulations of
such governmental agencies having jurisdiction over such operations.
The Contractor shall be solely responsible for providing and maintaining at no
additional cost to the Owner and on a 24 -hour basis, all necessary safeguards such as
temporary ladders, guard rails, protective fencing, shoring, bracing, dewatering,
' watchpersons, warning signs or signals, barricades and night lights at all unsafe
places at or near the work. Provisions shall be made to prevent vehicles, pedestrians,
and livestock from falling into open trenches or being otherwise harmed as a result of
t the work.
Excavation in or adjacent to public streets or alleys in which water stands more than
' one foot deep shall be securely barricaded with snow fence so as to prevent access by
small children at all times work is not being carried on at the site of excavation.
Barricades shall be painted in a color that will be visible at night. From sunset to
' sunrise, the Contractor shall furnish and maintain at least two lights at each
barricade. A sufficient number of barricades shall be erected to keep vehicles from
being driven on or into any work under construction. The Contractor shall furnish
' watchpersons in sufficient numbers to protect the work. The Contractor shall in all
cases maintain safe passageways at all road crossings, crosswalks and street
intersections, and shall do all other things necessary to prevent accident or loss of
any kind.
' 7.10 SANITARY PROVISIONS The Contractor shall provide and maintain in a neat and
sanitary condition such accommodations for the use of employees as may be
GC -30
I
necessary to comply with the requirements and regulations of the governmental
agency having jurisdiction thereover. No public nuisance shall be permitted. '
Suitable sanitary conveniences for the use of all persons employed on the work,
properly screened from public observation, shall be provided and maintained by the '
Contractor.
7.11 RAILROAD CROSSINGS: Wherever a project is being constructed beneath, at
'
grade or above railroad track, it shall be the Contractor's responsibility to contact the
railroad company prior to constructing such crossings and to proceed with the
construction as approved by the railroad company. The Contractor shall comply with
all construction and additional insurance requirements of the railroad company. The
'
Contractor shall hold the Owner and Engineer harmless from any and all damages
resulting from operations in the construction at such crossings.
'
7.12 USE OF EXPLOSIVES Blasting will not be permitted in any case without specific
authorization by the Owner, and then only under such restrictions as may be required
'
by the proper authorities.
If it is necessary to use explosives in the performance of the work, the Contractor '
shall take out permits and comply with all the laws, ordinances and regulations
governing same. The Contractor shall fully protect all completed works as well as all
overhead, surface or underground structures and shall be liable for any damage done ,
to the work or to other structures on public or private property and injuries sustained
by persons, by reason of the use of explosives in the operations. Explosives shall be
handled, used and fired only by qualified people. All firing shall be done by '
electricity. All explosive supplies shall be safely stored and protected in an approved
manner. All such storage places shall be marked clearly "DANGEROUS
EXPLOSIVES ". Caps or other exploders shall not be stored at the place where '
dynamite or other explosives are stored.
7.13 PRIVATE PROPERTY The Contractor shall not enter upon private property for any
purpose without having previously obtained written permission from the property '
owner. The Contractor shall be responsible for the preservation of, and shall use
every precaution to prevent damage to all trees, shrubbery, plants, lawns, sprinkler
systems, fences, culverts, bridges, pavements, driveways, sidewalks, etc.; all water, ,
sewer and gas lines; all conduits; all overhead pole lines or appurtenances thereof;
and all other public or private property along or adjacent to the work.
7.14 RIGHT TO USE IMPROVEMENT The Owner shall have the right to open to '
traffic or public use any portion of this improvement prior to the final completion of
the whole work, but the use of any part or portion of this improvement by the Owner, '
by the public, or by any person or party, shall not be construed as acceptance of any
portion of the work prior to the time of final completion and acceptance of the entire
improvement.
7.15 CONTRACTOR'S RESPONSIBILITIES: The Contractor shall furnish all necessary
machinery, tools, labor and material for every character required, and shall fully '
GC -31
t complete the work in accordance with the plan, specifications, and detail drawings,
for the prices bid. All equipment to be used must be approved by the Engineer prior
to starting the work. The Contractor shall perform the entire work under the contract
and assume the responsibility for and risk of all damages to the work or to property
' adjacent to or on the line of said work. The Contractor shall have charge of and be
responsible for the entire project until its completion and acceptance. This includes
the responsibility to maintain all stages of work in a safe and suitable condition at all
' times, including nights, weekends, and holidays. The Contractor shall make
observations of the work during such periods as are necessary to insure proper care
of the work. The Contractor is liable for any defects which may appear or be
discovered before the final payment herein specified.
The Contractor shall designate one person who shall have charge of the job and to
' whom the inspector may communicate. Whenever the Contractor is not present on
the work, communications will be given to the superintendent or foreman in
immediate charge of the work. Communications received shall be strictly obeyed.
The Contractor shall submit, at such times as may reasonably be requested by the
Engineer, schedules which shall show the order in which the Contractor proposes to
' carry on the work, with dates at which the Contractor will start the several parts of
the work, and estimated dates of completion of the several parties.
' In accordance with the contract agreement, the Contractor and associated sureties
shall indemnify the Owner and any and all of its officers, Engineers, and employees
from any claims and demands or losses, damages, costs, charges and expenses of
' every nature and description, whether direct or indirect, because of the performance
of this contract, including all injuries to workers or persons other than workers and
for all property damages. The Contractor shall indemnify the Owner against any such
' loss or any liability of any nature, whether direct or indirect, and the Owner reserves
the right to deduct from any money due the Contractor the amount of any judgment
or claims therefore.
The obligations of the Contractor do not extend to the liability of the consultant or
Engineer, the consultant's agents or employees arising out of the preparation or
approval of maps, drawings, opinions, reports, surveys, change orders, designs or
specifications which are certified by the Engineer. The approval of the above
documents by the Engineer shall be subject to the conditions, limitations and
exceptions stated on such documents and in contract documents. No approval of any
document by the Engineer shall be implied. The Engineer shall not be deemed to
have approved any document unless such document bears the Engineer's certificate
or seal.
7.16 LANDS BY OWNER Where the work passes over or through private property, the
Owner will secure right of way or easement. The Contractor shall not receive any
extra compensation or be entitled to any extra payment because of delay on the part
of the Owner in obtaining right of way or easement.
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7.17 LANDS BY CONTRACTOR: Any additional land and access thereto that may be
required for temporary construction facilities or for storage of materials shall be '
provided by the Contractor with no liability to the Owner. The Contractor shall
confine equipment and storage of materials and activities of workers to those areas
described in the plans and specifications and such additional areas which may be '
provided as approved by the Engineer.
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SECTION 8.00 - PROSECUTION AND PROGRESS
8.01 SUBCONTRACTS: At the time specified by the Contract Documents or when
requested by the Engineer, the Contractor shall submit -in writing to the Owner for
approval the names of the subcontractors proposed for the work. Subcontractors may
not be changed except at the request of and with the approval of the Owner. The
Contractor is responsible to the Owner for the acts and omissions of all employees
and subcontractors hired by the Contractor. The Contract documents shall not be
construed as creating any contractual relation between any subcontractor and the
Owner.
The Contractor agrees to bind every subcontractor and every subcontractor agrees to
be bound by the terms of the Contract Documents as far as applicable to the
subcontractor's portion of the work; including the following provisions of this
section.
The Contractor agrees to be bound to the subcontractor by all the obligations that the
Owner assumes to the Contractor under the terms of said documents, and by all the
provisions thereof affording remedies and redress to the Contractor from the Owner.
' The Contractor shall not assign, sublet, subcontract or transfer more than 50% of the
total contract cost excluding "specialty items" without the written consent of the
' Owner. Any such assignment, subletting, or transfer shall not in any way relieve the
Contractor of the responsibilities assumed under the contract, bonds, and guaranty.
For convenience of reference and to facilitate the letting of contracts and
subcontracts, the specifications are separated into title sections. Such separations
shall not, however, operate to make the Engineer an arbiter to establish limits to the
contracts between Contractor and subcontractor.
8.02 CONTRACTOR'S SUPERINTENDENT: A qualified superintendent shall be in
control of the work at all times and give efficient supervision to the work until its
completion. The superintendent shall have full authority to act in behalf of the
Contractor, and all directions given to the superintendent shall be considered given to
the Contractor. The Engineer's instructions may be confirmed in writing and shall be
so confirmed upon written request of the Contractor.
8.03 CONTRACTOR'S EMPLOYEES: Incompetent or incorrigible employees shall be
dismissed from the project by the Contractor or his/her representative when
requested by the Engineer, and such persons shall not again be permitted to return to
the project without the written consent of the Engineer.
The foreman or other persons directing the work shall be competent, sober, and
reliable, and shall extend every facility to the Engineer to enable to proper execution
of the Engineer's duties, and shall furnish such help as may be necessary to facilitate
the inspection of materials.
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8.04 INJUNCTIONS If by reason of any court proceedings, instituted by any third party
or by the Owner affecting, directly or indirectly, the construction or completion of
any portion or portions of this improvement, the Contractor or the Owner shall be
unable to construct or complete any other portion or portions thereof, the Contractor
shall, and does hereby waive any and all claims for damages because of such
inability to complete the improvement as completed and file the final estimate
thereon as provided for in the full completion of other improvements in the Owner,
and the Contractor shall accept in full payment of the work upon said improvement,
and as a cancellation of the contract thereof, a sum of money determined in strict
accordance with the Contractor's proposal for the contract, on the basis of the work
actually completed up to the time of stopping thereof.
8.05 RIGHTS OF VARIOUS INTEREST Wherever work being done by the Owner's
forces or by other Contractors is contiguous to work covered by this contract, the
respective rights of the various interests involved shall be established by the
Engineer, to secure the completion of the various portions of the work in general
harmony.
8.06 WORK DURING AN EMERGENCY The Contractor shall perform any work and
shall furnish and install any materials and equipment necessary during an emergency
endangering life or property. In all cases, the Contractor shall notify the Engineer of
the emergency as soon as practicable, but shall not wait for instructions before
proceeding to properly protect both life and property. In cases where the Contractor
cannot or does not meet the emergency, the Owner may take appropriate action to
protect life and safety.
8.07 DELAYS AND EXTENSION OF CONTRACT TRAE The Contractor herewith
specifically waives claims for damages for any hindrance, delay, or change of
sequencing. The Contractor will, in lieu thereof, be granted extensions of time for
which liquidated damages will not be claimed by the Owner for the following
causes: A delay caused the Contractor by any suit or other legal action against the
Owner will entitle the Contractor to an equivalent extension of time unless the period
of such delay exceeds 90 days.
When such period is exceeded, the Owner will, upon request by the Contractor in
writing, either terminate the contract, or grant a further extension of time, whichever
as may at that time appear most desirable to both parties.
If the Contractor is delayed at any time in the progress of the work by any act of
neglect of the Owner or the Engineer or any employees of either, or by any other
Contractor employed by the Owner, or by strike, fire, unusual delay in transportation,
unavoidable casualties, or other causes beyond the Contractor's control, or by any
cause which, in the opinion of the Engineer, shall justify the delay, then the time of
completion shall be extended for such reasonable time as the Engineer may decide.
No such extension shall be made for delay occurring more than seven days before
claim therefore is made in writing to the Engineer.
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Shutdowns due to improper work, or otherwise due the Contractor's operation, are
not cause for extension of time.
If during the term of this contract, the volume of the specified work, measured in
dollars, is increased over the total value shown in the Contractor's proposal at the
time the award of contract is made, the Contractor will be granted an extension
proportionately equal to the increase in the total value. Should unforeseen conditions
require the performance under an extra work order, the work more complex or dif-
ficult than that originally specified and shown on the plans, and such work, in the
Contractor's opinion, requires more time to execute than the proportional increase in
dollar value, the Contractor shall state to the Engineer, in writing, prior to the
performance of such work, his/her estimate of the added time required for such work.
' The Owner will, if such estimate be reasonable, allow an added extension of time
equal to the difference between the total time required and the proportional increase
in the dollar value of the work.
8.08 CONSTRUCTION SCHEDULE AND LIQUIDATED DAMAGES After being
awarded the contract, the Contractor shall prepare and submit to the Engineer for
1 approval a bar chart progress schedule which will insure the completion of the
project within the time specified.
The date of beginning and the time for completion of the work are essential
conditions of the Contract Documents and the work embraced shall be commenced
on the date specified in the notice to proceed and shall be completed on the date
specified in the special provisions.
The Contractor will proceed with the work at such rate of progress to insure full
completion within the contract time. It is expressly understood and agreed, by and
between the Contractor and the Owner, that the contract time for the completion of
the work described herein is a reasonable time, taking into consideration the average
' climatic and economic conditions and other factors prevailing in the locality of the
work.
If the Contractor shall fail to satisfactorily complete any portion of work under this
contract by the specified completion date, the Owner shall deduct from the payments
due the Contractor liquidated damages for each and every calendar day that the work
1 remains uncompleted beyond the completion date.
Due to the difficulty in precisely determining Owner's damages for late completion,
' the Contractor will be assessed a daily charge, not as a penalty but as liquidated
damages to compensate Owner for the additional costs caused by the delay.
Contractor agrees that the daily amount of liquidated damages is a reasonable
' estimate of Owner's damages for late completion. In addition, the Contractor shall
pay the inspector's hours, travel, and any other associated costs for all inspection
work required past the completion date.
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If such payments due the Contractor are less than the amount of such liquidated
damages, said damages shall be deducted from any other moneys due or to become
due the Contractor, and in case such damages shall exceed the amount of all moneys
due to the Contractor, then the Contractor or the surety shall pay the balance to the
Owner.
SCHEDULE OF LIQUIDATED DAMAGES
Original Contract Amount
Charge Per
Calendar Day
From More Than
To and Including
$0
$500,000
$600
$500,000
$1,000,000
$650
$1,000,000
$2,000,000
$700
$2,000,000
- --
$800
8.09 OWNER'S RIGHT TO TERMINATE CONTRACT AND COMPLETE THE
WORK The Owner has the right to terminate the employment of the Contractor for
any of the following reasons:
(1) The Contractor is adjudged bankrupt, makes a general assignment for the
benefit of creditors, or becomes insolvent;
(2) Failure of Contractor to supply adequate properly skilled workers or proper
materials;
(3) Failure of Contractor to make prompt payment to subcontractor for material
or labor;
(4) Persistent and continuing disregard of laws, ordinances, or proper
instructions of the Engineer;
(5) Assignment of work without permission of the Owner;
(6) Abandonment of the work by Contractor;
(7) Failure to meet the work progress schedule set forth in the contract;
Termination of the contract shall be preceded by seven days written notice by the
Owner to the Contractor and the surety stating the ground for termination and the
measures if any which must be taken to assure compliance with the contract. The
contract shall be terminated at the expiration of such seven day period unless the
Owner shall withdraw its notice of termination.
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' Upon termination of the contract by the Owner, the Owner may complete the work
required by the contract by whatever means deemed expedient, including requiring
the Contractor's surety to complete the work.
The taking over of the work by the Owner upon contract termination shall not affect
the right of the Owner to recover liquidated damages from the Contractor or the
surety for failure to complete contract.
In the event that the Contractor involuntarily abandons the work, fails or refuses to
complete the work embodied in the contract or fails to pay just claims for labor or
material, the Owner reserves the right to charge against the Contractor all extra legal,
engineering, or other costs resulting from such abandonment, failure or refusal. -
Legal costs will include the Owner's cost of prosecuting or defending any suit in
connection with such abandonment, failure or refusal, and nonpayment of claims
wherein the Owner is made codefendant, and the Contractor agrees to pay all such
costs, including reasonable attorney's fees.
When the Owner assumes control of the work under the contract pursuant to
termination, the Owner may take possession of the work and all material, tools, and
equipment therein belonging to the Contractor and may use the same to complete the
work at Contractor's expense.
Upon contract termination, the Contractor shall not be entitled to receive any further
payment until the work is finished. If the unpaid balance of the contract price
exceeds the expense of finishing the work, including compensation for additional
managerial and administrative services, the excess shall be paid to the Contractor. If
such expense exceeds the unpaid balance, the Contractor shall pay the difference to
the Owner. The expenses incurred by the Owner as herein provided and the damages
incurred through the Contractor's default shall be certified by the Engineer and
Owner.
8.10 CONTRACTOR'S RIGHT TO TERMINATE CONTRACT The Contractor may
terminate contract upon ten days' written notice to the Owner and the Engineer for
any of the following reasons:
' (1) If an order of any court or other public authority caused the work to be
stopped or suspended for a period of 90 days through no act of fault of the
Contractor or his/her employees.
' 2 If the Owner should fail to act upon an re
O p y quest for payment, in the manner
' set forth in the General Conditions, within 45 days after its approval by the
Engineer.
(3) If the Owner should fail to pay the Contractor any sum within 45 days after
its award by arbitrators.
' GC -38
SECTION 9.00 - MEASUREMENT AND PAYMENT
9.01 MEASUREMENT: The determination of pay quantities or work performed under '
this contract will be made by the Engineer based upon the lines, grades, and cross
sections given, or measurements made by designated Inspectors. All items will be
computed based upon the units in the bid forms.
9.02 SCOPE OF PAYMENT The Contractor shall accept the compensation, as provided
in the contract, in full payment for furnishing all materials, labor, tools and
equipment necessary to the completed work and for performing all work
contemplated and embraced under the contract; also for loss or damage arising from
the nature of the work, or from the action of the elements, or from any unforeseen
difficulties which may be encountered during the prosecution of the work until the
final acceptance by the Owner, and for all risks of every description connected with
the prosecution of the work; also for all expenses incurred in consequence of the
suspension or discontinuance of the work as herein specified; and for completing the
work according to the plans and specifications.
Neither the payment of any estimate nor of any retained percentage shall relieve the
Contractor of any obligation to make good any defective work or material.
The unit contract prices for the various bid items of the contract shall be full
compensation for all labor, materials, supplies, equipment, tools and all things of
whatsoever nature required for the complete incorporation of the item into the work
the same as though the item were to read "In Place ", unless the plans and Special
Provisions shall provide otherwise.
9.03 PAYMENT FOR EXTRA WORK: Adjustments, if any, in the amounts to be paid
the Contractor by reason of any change, addition, or deduction, shall be determined
by one or more of the following methods:
(A) FOR ITEMS COVERED BY THE PLANS AND SPECIFICATIONS: The
Owner reserves the right to increase or decrease any of the quantities shown.
In the event the actual quantities differ more than 25% of the original
contract amount, an equitable revision of the unit price shall be made when
requested by either the Owner or the Contractor. '
This 25 percent limit does not apply to items specifically excluded or listed
as optional by the Owner, or to minor contract items, (items amounting to ten '
percent or less of the total contract).
(B) FOR ITEMS NOT COVERED BY THE PLANS AND SPECIFICATIONS:
If the Engineer orders, in writing, the performance of any work not covered
by the plans or included in the specifications, and for which no item in the
contract is provided, and for which no unit price or lump sum basis can be '
agreed upon, then such extra work shall be done on a cost - plus - percentage
basis of payment as follows:
GC -39
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1. The Contractor shall be reimbursed for all costs incurred in doing the
work and shall receive an additional payment of 5% of all such cost
to cover his indirect overhead costs, plus 10% of all cost, including
indirect overhead as his/her fee.
2. The term "Cost" shall mean the total sum of the labor, materials and
equipment costs as defined in the following.
(A) LABOR
The Contractor shall be compensated for the actual rate of
wages paid and health and welfare benefits documented on
the payroll for the actual time spent by the laborers and the
foreman in performing the Force Account work. Unless
already included in the wage rates paid, the Contractor shall
also receive the actual labor- related costs incurred by reason
of subsistence and travel allowance, pension funds, or other
fringe benefits provided those payments are required through
an employment contract or collective bargaining agreement
applicable to the classes of labor employed in the work.
(B) MATERIALS
For all materials accepted by the Engineer and permanently
installed in the work, the actual cost of the material (including
transportation charges paid by the Contractor) will be paid.
(C) EQUIPMENT
Rental rates for equipment to be used in the force account
work shall be established prior to use of the equipment in the
work. The rental rates will be paid for the actual time the
machinery and equipment are in operation on the Force
Account work.
3. Each day the Contractor's representative and the Engineer shall
compare and reconcile the records of labor, materials and equipment
used in the Force Account Work.
4. The Contractor shall furnish the Engineer with duplicate itemized
statements of the cost for Force Account work, consisting of the
following.
(A) Payroll for laborers and foreman.
(B) Quantities of materials, prices, extensions and transportation
costs paid by the Contractor.
Statements shall be accompanied by paid receipted invoices for
materials used, including transportation charges paid by the
contractor. If materials used in the Force Account work are not
GC -40
specifically purchased but are taken from the Contractor's stock, and
affidavit shall be furnished certifying that the materials were taken
from stock, that the quantity claimed was actually used, and that the
price and transportation costs claimed are the Contractor's actual
costs. After receipt of statements and invoices, the Engineer will
prepare a change order which will be submitted to the Contractor for
verification and signature.
5. Monthly payments for force account work will be issued once each
month for all work completed to the end of the preceding month.
Claims for extra work not ordered in writing by the Engineer will not
be allowed.
9.04 PROGRESS PAYMENTS, RETAINED PERCENTAGE Monthly payment will be
issued once each month for all work completed to the end of the preceding month.
Progress estimates shall be prepared by the Engineer as accurately as the available
information will permit but the only estimate that is binding will be the final
estimate. Before the final estimate is prepared, all quantities will be reviewed and
rechecked. Progress payments will be made in cash or equivalent. The Owner will
retain 5% of the total amount owing the Contractor until 90% or more of the contract
has been completed. At that time such portions of the retained percentage will be
released in an amount which the Engineer determines is not required to protect the
Owner's interest in completion of the contract.
Monthly estimates may include 95% of the value of acceptable materials required in
the construction, which have been delivered to the site or for which acceptable
provisions have been made for preservation and storage. Such materials when so
paid for by the Owner shall become the property of the Owner, and in the event of
the default on the part of the Contractor, the Owner may use or cause to be used such
materials in construction of the work provided for in the contract. The amount paid
by the Owner for materials shall reduce estimates due the Contractor as the material
is used in the work.
The Owner may withhold, in addition to retained percentages, from payment to the
Contractor such an amount or amounts as may be necessary to cover:
(1) Defective work not remedied.
(2) Claims for labor or materials furnished the Contractor or subcontractor, or
reasonable evidence indicating probable filing of such claims.
(3) Failure of the Contractor to make payments properly to subcontractors or for
material or labor.
(4) Amounts necessary to insure that an overpayment on the total contract
amount will not occur.
(5) Evidence of damage to another contractor or private property.
GC -41
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The Owner may disburse and shall have the right to act as agent for the Contractor in
disbursing such funds as have been withheld pursuant to this paragraph to the party
' or parties who are entitled to payment therefrom but the Owner assumes no
obligation to make such disbursement. The Owner will render to the Contractor a
proper accounting of all such funds disbursed.
' 9.05 ENGINEER'S ACTION ON REQUEST FOR PAYMENT Within ten days of sub-
mission of any request for payment by the Contractor, the Engineer shall:
(1) Approve the request for payment as submitted; or
(2) Approve such other amount as the Engineer shall decide is due the
1 Contractor, informing the Contractor in writing of the reasons for approving
the amended amount; or
1 9.06
(3) Withhold the request for payment, informing the Contractor in writing of the
reasons for withholding it.
OWNER'S ACTION ON AN APPROVED REQUEST FOR PAYMENT Within 30
days from the date of approval of a request for payment by the Engineer, the Owner
shall:
(1) Pay the request for payment as approved, or
(2) Pay such other amount as the
informing the Contractor and
paying the amended amount; or
Owner shall decide is due the Contractor,
the Engineer in writing of the reasons for
(3) Withhold payment informing the Contractor and the Engineer of the reasons
for withholding payment.
9.07 PAYMENT FOR WORK BY THE OWNER The cost of the work performed by the
Owner in removing construction equipment, tools and supplies and correcting
deficiencies in accordance with the General Conditions shall be paid by the
Contractor.
9.08 PAYMENT FOR UNCORRECTED WORK Should the Engineer direct the
Contractor not to correct work that has been damaged or that was not performed in
accordance with the contract documents, an equitable deduction from the contract
amount shall be made to compensate the Owner for the uncorrected work.
9.09 PAYMENT FOR REJECTED WORK AND MATERIALS: The removal of work
and materials rejected and the re- execution of acceptable work by the Contractor
shall be at the expense of the Contractor. The Contractor shall pay the cost of
replacing the work of other contractors destroyed or damaged by the removal of the
rejected work or materials and the subsequent replacement of acceptable work.
I GC -42
9.12 PAYMENT FOR WORK TERMINATED BY THE CONTRACTOR Upon
termination of the contract by the Contractor, the Contractor shall recover payment
from the Owner for work performed. ,
9.13 RELEASE OF LIENS Before final payment is made to the Contractor for the work,
the Contractor shall deliver to the Owner a complete release of all liens arising out of
this contract or in receipt in full in lieu thereof and in either case, an affidavit that the
releases and receipt include all the labor and material for which a lien could be filed;
but the Contractor may, if any subcontractor refuses to furnish a release, a lien or
receipt in full, furnish a bond satisfactory to the Owner which will indemnify the
Owner against any lien.
If any lien remains unsatisfied after all payments are made to the Contractor, the
Contractor shall refund to the Owner all money that the latter may be compelled to
pay in discharging such a lien, including all costs and a reasonable attorney's fee.
9.14 ACCEPTANCE AND FINAL PAYMENT When the Contractor shall have
completed the work in accordance with the terms of the contract documents, the
Engineer shall certify acceptance to the Owner and approval of the Contractor's final '
request for payment, which shall be the contract amount plus previous payments
made. The Contractor shall furnish a two -year maintenance bond and a notarized
certificate that all debts for labor, materials, and equipment incurred in connection ,
with the work, have been fully paid, following which the Owner shall accept the
work and release the Contractor except as to the conditions of the Maintenance Bond
and legal rights of the Owner, requiring guaranties, and correction of faulty work '
GC -43
Removal of the rejected work or materials and storage of materials by the Owner in
accordance with the General Conditions shall be paid by the Contractor within 30
'
days after written notice to pay is given by the Owner. If the Contractor does not pay
the expenses of such removal and after ten day's written notice being given of the
Owner's intent to sell the materials, the Owner may sell the materials at auction or at
'
private sale and shall pay to the Contractor the net proceeds therefrom after
deducting all the costs and expenses that should have been borne by the Contractor.
9.10 PAYMENT FOR WORK SUSPENDED BY THE OWNER If the work or any part
thereof shall be suspended by the Owner and abandoned by the Contractor as
provided in the General Conditions, the Contractor will then be entitled to payment
for all work performed on the portions so abandoned and nothing additional for the
uncompleted portion of the work such as overhead, expenses, and anticipated profit.
9.11 PAYMENT FOR WORK FOLLOWING OWNER'S TERMINATION OF THE
CONTRACT Upon termination of the contract by the Owner no further payments
shall be due the Contractor until the work is completed. If the unpaid balance of the
contract amount shall exceed the cost of completing the work including all overhead
'
costs, the excess shall exceed the unpaid balance, the Contractor shall pay the
difference to the Owner. The cost incurred by the Owner as herein provided, and the
damage incurred through the Contractor's default, shall be certified by the Owner and
approved by the Engineer.
9.12 PAYMENT FOR WORK TERMINATED BY THE CONTRACTOR Upon
termination of the contract by the Contractor, the Contractor shall recover payment
from the Owner for work performed. ,
9.13 RELEASE OF LIENS Before final payment is made to the Contractor for the work,
the Contractor shall deliver to the Owner a complete release of all liens arising out of
this contract or in receipt in full in lieu thereof and in either case, an affidavit that the
releases and receipt include all the labor and material for which a lien could be filed;
but the Contractor may, if any subcontractor refuses to furnish a release, a lien or
receipt in full, furnish a bond satisfactory to the Owner which will indemnify the
Owner against any lien.
If any lien remains unsatisfied after all payments are made to the Contractor, the
Contractor shall refund to the Owner all money that the latter may be compelled to
pay in discharging such a lien, including all costs and a reasonable attorney's fee.
9.14 ACCEPTANCE AND FINAL PAYMENT When the Contractor shall have
completed the work in accordance with the terms of the contract documents, the
Engineer shall certify acceptance to the Owner and approval of the Contractor's final '
request for payment, which shall be the contract amount plus previous payments
made. The Contractor shall furnish a two -year maintenance bond and a notarized
certificate that all debts for labor, materials, and equipment incurred in connection ,
with the work, have been fully paid, following which the Owner shall accept the
work and release the Contractor except as to the conditions of the Maintenance Bond
and legal rights of the Owner, requiring guaranties, and correction of faulty work '
GC -43
' after final payment, and shall authorize payment of the Contractor's final request for
payment. The Contractor must allow sufficient time between time of completion of
the work and approval of the final request for payment for the Engineer to assemble
and check the necessary data.
The approval of a request for a final progress payment by the Engineer and the
making of a final or progress payment to the Contractor does not relieve the
' Contractor of responsibility for faulty material or workmanship and the Owner by
such payment does not waive any claims of overpayment resulting from
mathematical error, unauthorized work, or from any other cause. Final payment will
not be made until the Contractor furnishes a certificate showing compliance with
State Statutes requiring withholding of State Income Taxes.
' 9.15 TERMINATION OF CONTRACTOR'S RESPONSIBILITY: The contract will be
considered complete when all work has been finished, the final inspection made by
the Engineer, and the project accepted in writing by the Owner. The Contractor's
' responsibility shall then cease, except as set forth in the maintenance bond, as
required by the guaranty period.
9.16 CORRECTION OF FAULTY WORK AFTER FINAL PAYMENT: The Contractor
shall be held responsible for any and all defects in workmanship and materials which
may develop in any part of the entire installation furnished by the Contractor. Upon
' written notice by the Engineer the Contractor shall immediately replace and make
good without expense to the Owner any such faulty part of the parts and damage
done by reason of same, during the guarantee period of two years, or as specified,
from the date of final payment approval or the installation of all work.
Should the Contractor fail to make good the defective parts within a period of 30
' days of such notification, after written notice has been given, the Owner may replace
these parts, charging the expense of same to the Contractor.
' 9.17 FAILURE TO PAY FOR LABOR AND MATERIALS: Pursuant to Minn. Stat. §
471.25, Subd. 4a, the contractor must pay any subcontractor within ten (10) days of
the contractor's receipt of payment from the City for undisputed services provided by
' the subcontractor. The contractor must pay interest of 1 1 /2 percent per month or any
part of a month to the subcontractor on any undisputed amount not paid on time to
the subcontractor. The minimum monthly interest penalty payment for an unpaid
balance of $100.00 or more is $10.00. For an unpaid balance of less than $100.00,
1 the contractor shall pay the actual penalty due to the subcontractor. A subcontractor
who prevails in a civil action to collect interest penalties from the contractor shall be
awarded its costs and disbursements, including attorney's fees, incurred in bringing
' the action.
If, at any time, the Contractor fails to pay the subcontractor or the laborers employed
' upon the work, or fails to pay for the material used herein, the Owner may withhold
from the money which may be due the Contractor under this agreement such amount
or amounts as may be necessary for the payment of the subcontractors, laborers, or
' materials, and may, acting as agent for the Contractor, apply the same to such
payments and deduct the same from the final estimate of the Contractor.
' GC -44
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9.18 CONTRACT DOCUMENTS:
GC -45
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3. EXAMINATION OF CONTRACT DOCUMENTS AND SITE
3.1 Before submitting a Bid, each Bidder must (a) examine the Contract Documents thoroughly,
(b) visit the site to familiarize himself/herself with local conditions that may in any manner
affect cost, progress or performance of the work, (c) familiarize himself/herself with Federal,
State, and Local laws, ordinances, rules, and regulations that may in any manner affect cost,
progress or performance of the work, and (d) study and carefully correlate Bidder's
' observations with the Contract Documents.
3.2 Reference is made to the Special Provisions for the identification of those reports of
investigations and tests of subsurface and latent physical conditions at the site or otherwise
affecting cost, progress or performance of the work which have been relied upon by Engineer
in preparing the Drawings and Specifications. Copies of such reports are bound with the
Specifications. These reports are not guaranteed as to accuracy or completeness, nor are they
a part of the Contract Documents. Before submitting his/her Bid, each Bidder will, at his/her
' own expense, make such additional investigations and tests as the Bidder may deem
necessary to determine his/her Bid for performance of the work in accordance with the time,
price, and other terms and conditions of the Contract Documents.
' 3.3 On request, Owner will provide each Bidder access to the site to conduct such investigations
and tests as each Bidder deems necessary for submission of his/her Bid.
3.4 The submission of a Bid will constitute an incontrovertible representation by the Bidder that
he /she has complied with every requirement of this Article 3 and that the Contract Documents
are sufficient in scope and detail to indicate and convey understanding of all terms and
conditions for performance of the work.
' 4. INTERPRETATIONS All questions about the meaning or intent of the Contract Documents shall be
submitted to Engineer in writing. Replies will be issued by Addenda mailed or delivered to all parties
' recorded by Engineer as having received the Bidding Documents. Questions received less than four days
prior to the date for opening of Bids will not be answered. Only questions answered by formal written
Addenda will be binding. Oral and other interpretations or clarifications will be without legal effect.
I GC -46
INFORMATION FOR BIDDERS
1. COPIES OF BIDDING DOCUMENTS
'
1.1 Complete sets of the Bidding Documents in the number and for the deposit sum stated in the
Advertisement for Bids may be obtained from
'
1.2 Complete sets of Bidding Documents shall be used in preparing Bids; neither Owner nor
Engineer assumes any responsibility for errors or misinterpretations resulting from the use of
'
incomplete sets of Bidding Documents.
1.3 Owner and Engineer in making copies of Bidding Documents available on the above terms do
so only for the purpose of obtaining Bids on the work and do not confer a license or grant for
'
any other use.
2. QUALIFICATIONS OF BIDDERS To demonstrate qualifications to perform the work, each Bidder must
be prepared to submit within five days of Owner's request written evidence of financial data, and previous
experience. Each Bid must contain evidence of Bidder's qualification to do business in the State where the
Project is located, or covenant to obtain such qualification prior to award of the Contract.
3. EXAMINATION OF CONTRACT DOCUMENTS AND SITE
3.1 Before submitting a Bid, each Bidder must (a) examine the Contract Documents thoroughly,
(b) visit the site to familiarize himself/herself with local conditions that may in any manner
affect cost, progress or performance of the work, (c) familiarize himself/herself with Federal,
State, and Local laws, ordinances, rules, and regulations that may in any manner affect cost,
progress or performance of the work, and (d) study and carefully correlate Bidder's
' observations with the Contract Documents.
3.2 Reference is made to the Special Provisions for the identification of those reports of
investigations and tests of subsurface and latent physical conditions at the site or otherwise
affecting cost, progress or performance of the work which have been relied upon by Engineer
in preparing the Drawings and Specifications. Copies of such reports are bound with the
Specifications. These reports are not guaranteed as to accuracy or completeness, nor are they
a part of the Contract Documents. Before submitting his/her Bid, each Bidder will, at his/her
' own expense, make such additional investigations and tests as the Bidder may deem
necessary to determine his/her Bid for performance of the work in accordance with the time,
price, and other terms and conditions of the Contract Documents.
' 3.3 On request, Owner will provide each Bidder access to the site to conduct such investigations
and tests as each Bidder deems necessary for submission of his/her Bid.
3.4 The submission of a Bid will constitute an incontrovertible representation by the Bidder that
he /she has complied with every requirement of this Article 3 and that the Contract Documents
are sufficient in scope and detail to indicate and convey understanding of all terms and
conditions for performance of the work.
' 4. INTERPRETATIONS All questions about the meaning or intent of the Contract Documents shall be
submitted to Engineer in writing. Replies will be issued by Addenda mailed or delivered to all parties
' recorded by Engineer as having received the Bidding Documents. Questions received less than four days
prior to the date for opening of Bids will not be answered. Only questions answered by formal written
Addenda will be binding. Oral and other interpretations or clarifications will be without legal effect.
I GC -46
5.
6.
8.
01
BID SECURITY
5.1 Bid security shall be made payable to the Owner, in an amount as stated in the Advertisement ,
for Bids of the Bidder's maximum Bid price, and in the form of a certified or bank check or a
Bid Bond, issued by a Surety, meeting the requirements of paragraph 2.06 of the General '
Conditions.
5.2 The Bid Security of the three lowest Bidders will be retained until the successful Bidder has
executed the Agreement and furnished the required Contract Security, whereupon it will be '
returned; if the successful Bidder fails to execute and deliver the Agreement and furnish the
required Contract Security within 15 days of the Notice of Award. Owner may annul the
Notice of Award and the Bid Security of that Bidder will be forfeited. The Bid Security of
any Bidder whom Owner believes to have a reasonable chance of receiving the award ,
(generally the second and third low Bidder) may be retained by the Owner until the earlier of
the seventh day after the "effective date of the Agreement" (which term is defined in the
General Conditions) by Owner to Contractor and the required Contract Security is furnished '
or the sixty -first day after the Bid opening. Bid security of other Bidders will be returned
within seven days of the Bid opening.
CONTRACT TIME The number of days within which, or the date by which, the work is to be completed
(the Contract time) is set forth in the Bid Form and will be included in the Special Provisions.
LIQUIDATED DAMAGES Provisions for liquidated damages are set forth in the General Conditions,
Paragraph 8.08.
SUBCONTRACTORS, ETC.
8.1 If the Bid Proposal or Supplementary Conditions require the identity of certain subcontractors
and other persons and organizations to be submitted to Owner in advance of the Notice of
Award, the apparent Successful Bidder, and any other Bidder so requests, will within seven
days after the day of the Bid Opening submit to Owner a list of all subcontractors and other
persons and organizations (including those who are to furnish the principal items of material
and equipment) proposed for those portions of the work as to which such identification is so
required. Such list shall be accompanied by an experience statement with pertinent
information as to similar projects and other evidence of qualification of each such '
subcontractor, person and organization if requested by Owner. If Owner or Engineer after due
investigation has reasonable objection to any proposed subcontractor, other person or
organization, either may before giving the Notice of Award request the apparent Successful ,
Bidder to submit an acceptable substitute without an increase in Bid price. If the apparent
successful Bidder declines to make any such substitution, the Contract shall not be awarded to
such Bidder, but his/her declining to make any such substitution will not constitute grounds
for sacrificing his/her Bid Security. Any subcontractor, other person or organization so listed ,
and to whom Owner or Engineer does not make written objection prior to the giving of the
Notice of Award will be deemed acceptable to Owner and Engineer.
8.2 In contracts where the Contract Price is on the basis of Cost -of -the -Work Plus a Fee, the
apparent Successful Bidder, prior to the Notice of Award shall identify in writing to Owner
those portions of the work that such Bidder proposes to subcontract and after the Notice of
Award may only subcontract other portions of the work with Owner's written consent. '
8.3 No Contractor shall be required to employ any subcontractor, other person or organization
against whom he /she has reasonable objection.
BID FORM ,
9.1 One Bid Form is attached hereto and is provided to each Bidder requesting Bid Documents.
Additional copies may be obtained from the Engineer. '
GC -47
'
11. MODIFICATION AND WITHDRAWAL OF BIDS
9.2 Bid Forms must be completed in ink or by typewriter. The Bid Price of each item on the form
'
must be stated in words and numerals; in case of a conflict, words will take precedence.
'
9.3 Bids by corporations must be executed in the corporate name by the president or a vice-
president (or other corporate officer accompanied by evidence of authority to sign) and the
,
corporate seal must be affixed and attested by the secretary or an assistant secretary. The
corporate address and state of incorporation shall be shown below the signature.
9.4 Bids by partnerships must be executed in the partnership name and be signed by a partner,
'
whose title must appear under the signature and the official address of the partnership must be
shown below the signature.
'
9.5 All names must be typed or printed below the signature.
9.6 The Bid shall contain an acknowledgement of receipt of all Addenda (the number of which
'
shall be filled in on the Bid Form).
9.7 The address to which communications regarding the Bid are to be directed must be shown.
'
10. SUBMISSION OF BIDS Bids shall be submitted at the time and place indicated in the Invitation to Bid
or Advertisement for Bids and shall be included in an opaque sealed envelope, marked with the Project title
and name and address of the Bidder and accompanied by the Bid Security and other required documents. If
'
the Bid is sent through the mail or other delivery system, the sealed envelope shall be enclosed in a
separate envelope with the notation "BID ENCLOSED" on the face thereof. Bids arriving at the designated
place after the designated time will be returned to the Bidder unopened.
'
11. MODIFICATION AND WITHDRAWAL OF BIDS
11.1 Bids may be modified or withdrawn by an appropriate document duly executed (in the
manner that a Bid must be executed) and delivered to the place where Bids are to be
'
submitted at any time prior to the opening of Bids.
11.2 If, within twenty -four hours after Bids are opened, any Bidder files a duly signed written
'
notice with Owner and promptly thereafter demonstrates to the reasonable satisfaction of
Owner that there was a material and substantial mistake in the preparation of his/her Bid, that
Bidder may withdraw his/her Bid and the Bid Security will be returned. Thereafter, that
Bidder will be disqualified from further bidding on the work.
'
12. OPENING OF BIDS When Bids are opened publicly, they will be read aloud and an abstract of the
amounts of the base Bids and major alternates (if any) will be made available after the opening of Bids
'
13. BIDS TO REMAIN OPEN All Bids shall remain open for sixty days after the day of the Bid opening, but
Owner may, in his/her sole discretion, release any Bid and return the Bid Security prior to that date.
14. AWARD OF CONTRACT
14.1 Owner reserves the right to reject any and all Bids, to waive any and all informalities and to
negotiate Contract terms with the Successful Bidder, and the right to disregard all
' nonconforming, non - responsive or conditional Bids. The quantities shown on the Bid Form
are estimated and are furnished only as a basis to prepare a Bid and to determine the lowest
Bidder. The Bid Price shall be determined by multiplying the unit price bid per item times the
estimated quantity per item. The sum total of all Bid Prices shall be the Contract Price and the
' basis for determining the lowest Bid. Discrepancies between words and figures in a unit price
bid will be resolved to harmonize with the Bid Price. If neither the words nor figures in the
unit price harmonize with the Bid Price, the words will be used as the unit price bid.
14.2 In evaluating Bids, Owner shall consider the qualifications of the Bidders, whether or not the
Bids comply with the prescribed requirements, and alternates and unit prices if requested in
' GC -48
14.4 Owner may conduct such investigations as he /she deems necessary to assist in the evaluation
of any Bid and to establish the responsibility, qualifications and financial ability of the
the Bid Forms. It is Owner's intent to accept alternates (if any are accepted) in the order in
'
which they are listed in the Bid form but Owner may accept them in any order or
'
combination.
,
14.3 Owner may consider the qualifications and experience of subcontractors and other persons
and organizations (including those who are to furnish the principal items of material or
'
equipment) proposed for those portions of the work as to which the identity of subcontractors
and other persons and organizations must be submitted as provided in the Supplementary
Conditions. Operating costs, maintenance considerations, performance data and guarantee of
materials and equipment may also be considered by Owner.
'
14.4 Owner may conduct such investigations as he /she deems necessary to assist in the evaluation
of any Bid and to establish the responsibility, qualifications and financial ability of the
Bidders, proposed subcontractors and other persons and organizations to do the work in
'
accordance with the Contract Documents to Owner's satisfaction within the prescribed time.
14.5 Owner reserves the right to reject the Bid of any Bidder who does not pass any such
,
evaluation to Owner's satisfaction.
14.6 If the Contract is to be awarded, it will be awarded to the lowest Bidder whose evaluation by ,
Owner indicates to Owner that the award will be in the best interests of the Project.
14.7 If the Contract is to be awarded, Owner will give the Successful Bidder a Notice of Award
within sixty days after the date of the Bid opening or other specified date. '
15. PERFORMANCE AND OTHER BONDS Paragraph 3.04 of the General Conditions set forth Owner's
requirements as to performance and other Bonds. When the Successful Bidder delivers the executed ,
Agreement to Owner, it shall be accompanied by the required Contract Security.
16. SIGNING OF AGREEMENT When Owner gives a Notice of Award to the Successful Bidder, it will be
accompanied by at least three unsigned counterparts of the Agreement and all other Contract Documents. '
Within fifteen days thereafter, Contractor shall sign and deliver at least three counterparts of the
Agreement to Owner with all other Contract Documents attached. Within ten days thereafter, Owner will
deliver all fully signed counterparts to Contractor. Engineer will identify those portions of the Contract
Documents not fully signed by Owner and Contractor and such identification shall be binding on all '
parties.
17. SPECIAL LEGAL REQUIREMENTS Special Legal Requirements, if any, will be included in the Special ,
Provisions.
END OF DOCUMENT
GC -49
FORM OF CONTRACT DOCUMENTS
THIS AGREEMENT made the _ day of
in the year _ by and between
hereinafter called the Contractor, and the City of Chanhassen, Minnesota, hereinafter called the
Owner.
WITNESSETH, that the Contractor and the Owner for the consideration hereinafter named agree
as follows:
' ARTICLE 1. The Contractor agrees to provide all the materials, equipment and labor necessary
for the complete construction of all the work shown on the drawings and described in the
specifications prepared by , for
' and to do everything required b the specifications and the draw'
� g q Y p drawings.
' ARTICLE 2. The Contractor agrees that the work contemplated by this contract shall be entirely
completed on or before
' ARTICLE 3. The Owner agrees to pay the Contractor in current funds for the performance of
this contract
' the sum of
Dollars ($xxx,xxx.xx) subject to the
additions and deductions as provided for in the specifications and to make payments on account
of the contract as provided for in the specifications, except as hereinafter stated:
ARTICLE 4. The Contractor and the Owner agree that the specifications and the drawings,
together with this agreement, form the contract and that such specifications and drawings are as
' fully a part of the contract as if attached or herein repeated. The Contractor and the Owner agree
that the following is a complete list of the drawings and specifications:
The Contractor and the Owner for themselves, their successors, executors, administrators and
assigns hereby agree to the full performance of the covenants herein contained.
GC -50
IN WITNESS WHEREOF they have hereunto set their hands and seals the day and year first '
above written.
In the presence of:
Contractor I
City of Chanhassen, MN
GC -51
i W-3 B
Any singular reference to Contractor, Surety, Owner or other party shall be considered plural where applicable.
CONTRACTOR (Name and Address): SURETY (Name and Address of Principal Place of Business):
OWNER (Name and Address)
CONSTRUCTION CONTRACT
Date:
Amount:
Description (Name and Location):
BOND
Date (Not earlier than Construction Contract Date):
Amount:
Modification to this Bond Form: None.
CONTRACTOR AS PRINCIPAL
Bidder's Name and Corporate Seal
Bv:
(Seal)
Signature and Title
CONTRACTOR AS PRINCIPAL
Bidder's Name and Corporate Seal
By:
Signature and Title
(Seal)
GC -52
SURETY
Surety's Name and Corporate Seal
By:
Signature and Title
SURETY
Surety's Name and Corporate Seal
By:
(Seal)
(Seal)
Signature and Title
1. The Contractor and the Surety, jointly and severally, bind themselves, their heirs, executors, administrators, successors and
assigns to the Owner for the performance of the Construction Contract, which is incorporated herein by reference.
2. If the Contractor performs the Construction Contract, the Surety and the Contractor shall have no obligation under this Bond,
'
except to participate in conferences as provided in Subparagraph 3.1.
3. If there is no Owner Default, the Surety's obligation under this Bond shall arise after:
3.1. The Owner has notified the Contractor and the Surety at its address described in Paragraph 10 below, that the Owner is
'
considering declaring a Contractor Default and has requested and attempted to arrange a conference with the Contractor
and the Surety to be held not later than fifteen days after receipts of such notice to discuss methods of performing the
Construction Contract. If the Owner, the Contractor and the Surety agree, the Contractor shall be allowed a reasonable
time to perform the Construction Contract, but such an agreement shall not waive the Owner's right, if any, subsequently
'
to declare a Contractor Default; and
3.2. The Owner has declared a Contractor Default and formally terminated the Contractor's right to complete the contract.
Such Contractor Default shall not be declared earlier than twenty days after the Contractor and the Surety have received
notice as provided in Subparagraph 3.1; and
'
3.3. The Owner has agreed to pay the Balance of the Contract Price to the Surety in accordance with the terms of the
Construction Contract or to a contractor selected to perform the Construction Contract in accordance with the terms of
the contract with the Owner.
4. When the Owner has satisfied the conditions of Paragraph 3, the Surety shall promptly and at the Surety's expense take one
'
of the following actions:
4.1. Arrange for the Contractor, with consent of the Owner, to perform and complete the Construction Contract; or
4.2. Undertake to perform and complete the Construction Contract itself; through its agents or through independent
,
contractors; or
4.3. Obtain bids or negotiated proposals from qualified contractors acceptable to the Owner for a contract for performance
and completion of the Construction Contract, arrange for a contract to be prepared for execution by the Owner and the
contractor selected with the Owner's concurrence, to be secured with performance and payment bonds executed by a
qualified surety equivalent to the bonds issued on the Construction Contract, and pay to the Owner the amount of
'
damages as described in Paragraph 6 in excess of the Balance of the Contract Price incurred by the resulting from the
Contractor's default; or
4.4. Waive its right to perform and complete, arrange for completion, or obtain a new contractor and with reasonable
'
promptness under the circumstances:
1. After investigation, determine the amount for which it may be liable to the Owner and, as soon as practicable after
the amount is determined, tender payment therefore to the Owner; or
2. Deny liability in whole or in part and notify the Owner citing reasons therefore.
'
5. If the Surety does not proceed as provided in Paragraph 4 with reasonable promptness, the Surety shall be deemed to be in
default on this Bond fifteen days after receipt of an additional written notice from the Owner to the Surety demanding that
the Surety perform its obligations under this Bond, and the Owner shall be entitled to enforce any remedy available to the
Owner. If the Surety proceeds as provided in Subparagraph 4.4, and the Owner refuses the payment tendered or the Surety
has denied liability, in whole or in part, without further notice the Owner shall be entitled to enforce any remedy available to
the Owner.
6. After the Owner has terminated the Contractor's right to complete the Construction Contract, and if the Surety elected to act
under Subparagraph 4.1, 4.2, or 4.3 above, then the responsibilities of the Surety to the Owner shall not be greater than those
'
of the Contractor under the Construction Contract, and the responsibilities of the Owner to the Surety shall not be greater
than those of the Owner under the Construction Contract.. To the limit of the amount of this Bond, but subject to
commitment by the Owner of the Balance of the Contract Price to mitigation of costs and damages on the Construction
Contract, the Surety is obligated without duplication for:
'
6.1. The responsibilities of the Contractor for correction of defective work and completion of the Construction Contract:
6.2. Additional legal, design professional and delay costs resulting from the Contractor's Default, and resulting from the
actions or failure to act of the Surety under Paragraph 4; and
6.3. Liquidated damages, or if no liquidated damages are specified in the Construction Contract, actual damages caused by
'
delayed performance or non - performance of the Contractor.
7. The Surety shall not be liable to the Owner or others for obligations of the Contractor that are unrelated to the Construction
Contract, and the Balance of the Contract Price shall not be reduced or set off on account of any such unrelated obligations.
'
No right of action shall accrue on this Bond to any person or entity other than the Owner or its heirs, executors,
administrators, or successors.
8. The Surety hereby waives notice of any change, including changes of time, to the Construction Contract or to related
subcontractors, purchase orders and other obligations.
'
9. Any proceeding, legal or equitable, under this Bond may be instituted in any court of competent jurisdiction in the location in
which the work or part of the work is located and shall be instituted within two years after Contractor Default or within two
years after the Surety refuses or fails to perform its obligations under this Bond, whichever occurs first. If the provisions of
GC -53
GC -54
this Paragraph are void or prohibited by law, the minimum period of limitation available to sureties as a defense in the
'
jurisdiction of the suit shall be applicable.
10. Notice to the Surety, the Owner or the Contractor shall be mailed or delivered to the address shown on the signature page.
11. When this Bond has been furnished to comply with a statutory or other legal requirement in the location where the
construction was to be performed, any provision in this Bond conflicting with said statutory or legal requirement shall be
deemed incorporated herein. The intent is that this Bond shall be construed as a statutory bond and not as a common law
bond.
12. DEFINITIONS
12.1. Balance of the Contract Price: The total amount payable by the Owner to the Contractor under the Construction
Contract after all proper adjustments have been made, including allowance to the Contractor of any amounts received or
to be received by the Owner in settlement of insurance or other claims for damages to which the Contractor is entitled,
reduced by all valid and proper payments made to or on behalf of the Contractor under the Construction Contract.
12.2. Construction Contract: The agreement between the Owner and the Contractor identified on the signature page,
'
including all Contract Documents and changes thereto.
12.3. Contractor Default: Failure of the Contractor, which has neither been remedied nor waived, to perform or
otherwise to comply with the terms of the Construction Contract.
12.4. Owner Default: Failure of the Owner, which has neither been remedied nor waived, to pay the Contractor as
'
required by the Construction Contract or to perform and complete or comply with the other terms thereof.
GC -54
PAYMENT BOND
Any singular reference to Contractor, Surety, Owner or other party shall be considered plural where applicable.
CONTRACTOR (Name and Address):
OWNER (Name and Address):
CONTRACT
Date:
Amount:
Description (Name and Location):
BOND
Date (Not earlier than Contract Date):
Amount:
Modifications to this Bond Form:
SURETY (Name and Address of Principal Place
Of Business):
Surety and Contractor, intending to be legally bound hereby, subject to the terms printed on the reverse side hereof,
do each cause this Performance Bond to be duly executed on its behalf by its authorized officer, agent or
representative.
CONTRACTOR AS PRINCIPAL SURETY
Company: (Corp. Seal) Company: (Corp. Seal)
Signature: Signature:
Name and Title: Name and Title:
(Attach Power of Attorney)
(Space is provided below for signatures of additional parties, if required.)
CONTRACTOR AS PRINCIPAL SURETY
Company: (Corp. Seal) Company:
(Corp. Seal)
Signature: Signature:
Name and Title: Name and Title:
EJCDE No. 1910 -28 -A (1996 Edition)
Originally prepared through the joint efforts of the Surety Association of America, Engineers Joint Contract Documents Committee, the
Associated General Contractors of America, and the American Institute of Architects.
GC -55
3. Not having been paid within the above 30 days, have sent a written
notice to the Surety and sent a copy, or notice thereof, to the OWNER, stating
that a claim is being made under this Bond and enclosing a copy of the previous
written notice famished to the CONTRACTOR.
5. If a notice required by paragraph 4 is given by the OWNER to the
CONTRACTOR or to the Surety, that is sufficient compliance.
6. When the Claimant has satisfied the conditions of paragraph 4, the Surety
shall promptly and at the Surety's expense take the following actions:
6.1 Send an answer to the Claimant, with a copy to the OWNER, within 45
days after receipt of the claim, stating the amounts that are undisputed and the
basis for challenging any amounts that are disputed.
15.1 Claimant: An individual or entity having a direct contract with
the CONTRACTOR or with a Subcontractor of the CONTRACTOR to
furnish labor, materials or equipment for use in the performance of the
Contract. The intent of this Bond shall be to include within limitation in
the terms "labor, materials or equipment" that part of water, gas, power,
light, heat, oil, gasoline, telephone service or rental equipment used in the
Contract, architectural and engineering services required for performance
of the Work of the CONTRACTOR and the CONTRACTOR's
Subcontractors, and all other items for which a mechanic's lien may be
asserted in the jurisdiction where the labor, materials or equipment were
furnished.
6.2 Pay or arrange for payment of any undisputed amounts.
15.2 Contract: The agreement between the OWNER and the
CONTRACTOR identified on the signature page, including all Contract
Documents and changes thereto.
15.3 OWNER Default: Failure of the OWNER which has neither
7. The Surety's total obligation shall not exceed the amount of this Bond, and the been remedied nor waived, to pay the CONTRACTOR as required by the
amount of this Bond shall be credited for any payments made in good faith by the Contractor or to perform and complete or comply with the other terms
Surety. thereof.
8. Amounts owed by the OWNER to the CONTRACTOR under the Contract
shall be used for the performance of the Contract and to satisfy claims, if any,
under any Performance Bond. By the CONTRACTOR furnishing and the
OWNER accepting this Bond, they agree that all funds earned by the
CONTRACTOR in the performance of the Contract are dedicated to satisfy
obligations of the CONTRACTOR and the Surety under this Bond, subject to the
OWNER's priority to use the funds for the completion of the Work.
GC -56
(FOR INFORMATION ONLY Name, Address, and Telephone)
1. The CONTRACTOR and the Surety, jointly and severally, bind themselves,
AGENT or BROKER: OWNER'S REPRESENTATIVE (ENGINEER or
their heirs, executors, administrator, successors and assigns to the OWNER to
other party)
pay for labor, materials and equipment furnished for use in the performance of
the Contract, which is incorporated herein by reference.
9. The Surety shall not be liable to the OWNER, Claimants or others for
obligations of the CONTRACTOR that are unrelated to the Contract. The
'
2. With respect to the OWNER, this obligation shall be null and void if the
OWNER shall not be liable for payment of any costs or expenses of any
CONTRACTOR:
Claimant under this Bond, and shall have under this Bond no obligations to
make payments to, give notices on behalf of, or otherwise have obligations
2.1 Promptly makes payment, directly or indirectly, for all sums due
to Claimants under this Bond.
'
Claimants, and
10. The Surety hereby waives notice of any change, including changes of
2.2 Defends, indemnifies and holds harmless the OWNER from all claims,
time, to the Contract or to related Subcontracts, purchase orders and other
demands, liens or suits by any person or entity who furnished labor, materials or
obligations.
equipment for use in the performance of the Contract, provided the OWNER has
'
promptly notified the CONTRACTOR and the Surety (at the addresses described
11. No suit or action shall be commenced by the Claimant under this Bond
in paragraph 12) of any claims, demands, liens or suits and tendered defense of
other than in a court of competent jurisdiction in the location in which the
such claims, demands, liens or suits to the CONTRACTOR and the Surety, and
Work or part of the Work is located or after the expiration of one year from
provided there is no OWNER Default.
the date (1) on which the Claimant gave the notice required by paragraph
'
4.1 or paragraph 4.2.3, or (2) on which the last labor or service was
3. With respect to Claimants, this obligation shall be null and void if the
performed by anyone or the last materials or equipment were furnished by
CONTRACTOR promptly makes payment, directly or indirectly, for all sums
anyone under the Construction Contract, whichever of (1) or (2) first
due.
occurs. If the provisions of this paragraph are void or prohibited bylaw,
the minimum period of limitation available to sureties as a defense in the
'
4. The Surety shall have no obligation to Claimants under this bond until:
jurisdiction of the suit shall be applicable.
4.1 Claimants who are employed by or have a direct contract with the
12. Notice to the Surety, the OWNER or the CONTRACTOR shall be
CONTRACTOR have given notice to the Surety (at the addresses described in
paragraph 12) and sent a copy, of notice thereof, to the OWNER, stating that a
mailed or delivered to the addresses shown on the signature page. Actual
receipt of notice by Surety, the OWNER or the CONTRACTOR, however
claim is being made under this Bond and, with substantial accuracy, the amount
accomplished, shall be sufficient compliance as of the date received at the
of the claim.
address shown on the signature page.
4.2 Claimants who do not have a direct contract with the CONTRACTOR:
13. When this bond has been furnished to comply with a statutory or other
'
legal requirement in the location where the Contract was to be performed,
1. Have furnished written notice to the CONTRACTOR and sent a copy,
any provision in this Bond conflicting with said statutory or legal
or notice thereof, to the OWNER, within 90 days after having last performed
requirement shall be deemed deleted herefrom and provisions confirming to
labor or last furnished materials or equipment included in the claim stating, with
such statutory or other legal requirement shall be deemed incorporated
'
substantial accuracy, the amount of the claim and the name of the party to who
herein. The intent is, that this Bond shall be construed as a statutory Bond
the materials are furnished or supplied or for whom the labor was done or
and not as a common law bond.
formed; and
14. Upon request of any person or entity appearing to be a potential
2. Have either received a rejection in whole or in part from the
beneficiary of this Bond, the CONTRACTOR shall promptly furnish a
'
CONTRACTOR, or not received within 30 days of furnishing the above notice
copy of this Bond or shall permit a copy to be made.
any communication from the CONTRACTOR by which the CONTRACTOR
had indicated the claim will be paid directly or indirectly; and
15. DEFINITIONS
3. Not having been paid within the above 30 days, have sent a written
notice to the Surety and sent a copy, or notice thereof, to the OWNER, stating
that a claim is being made under this Bond and enclosing a copy of the previous
written notice famished to the CONTRACTOR.
5. If a notice required by paragraph 4 is given by the OWNER to the
CONTRACTOR or to the Surety, that is sufficient compliance.
6. When the Claimant has satisfied the conditions of paragraph 4, the Surety
shall promptly and at the Surety's expense take the following actions:
6.1 Send an answer to the Claimant, with a copy to the OWNER, within 45
days after receipt of the claim, stating the amounts that are undisputed and the
basis for challenging any amounts that are disputed.
15.1 Claimant: An individual or entity having a direct contract with
the CONTRACTOR or with a Subcontractor of the CONTRACTOR to
furnish labor, materials or equipment for use in the performance of the
Contract. The intent of this Bond shall be to include within limitation in
the terms "labor, materials or equipment" that part of water, gas, power,
light, heat, oil, gasoline, telephone service or rental equipment used in the
Contract, architectural and engineering services required for performance
of the Work of the CONTRACTOR and the CONTRACTOR's
Subcontractors, and all other items for which a mechanic's lien may be
asserted in the jurisdiction where the labor, materials or equipment were
furnished.
6.2 Pay or arrange for payment of any undisputed amounts.
15.2 Contract: The agreement between the OWNER and the
CONTRACTOR identified on the signature page, including all Contract
Documents and changes thereto.
15.3 OWNER Default: Failure of the OWNER which has neither
7. The Surety's total obligation shall not exceed the amount of this Bond, and the been remedied nor waived, to pay the CONTRACTOR as required by the
amount of this Bond shall be credited for any payments made in good faith by the Contractor or to perform and complete or comply with the other terms
Surety. thereof.
8. Amounts owed by the OWNER to the CONTRACTOR under the Contract
shall be used for the performance of the Contract and to satisfy claims, if any,
under any Performance Bond. By the CONTRACTOR furnishing and the
OWNER accepting this Bond, they agree that all funds earned by the
CONTRACTOR in the performance of the Contract are dedicated to satisfy
obligations of the CONTRACTOR and the Surety under this Bond, subject to the
OWNER's priority to use the funds for the completion of the Work.
GC -56
FORM OF NON - COLLUSION AFFIDAVIT
(MUST BE SUBMITTED WITH BID PROPOSAL)
Affidavit of Non - Collusion:
I hereby swear (or affirm) under the penalty for perjury:
1. That I am the bidder (if the bidder is an individual), a partner in the bidder
partnership (if the bidder is a partnership), or an officer or employee of the
bidding corporation having authority to sign on its behalf (if the bidder is a
corporation).
2. That the attached bid or bids have been arrived at by the bidder independently,
and have been submitted without collusion with, and without, any other
vendor of materials, supplies, equipment, or other services described in the
invitation to bid, designed to limit independent bidding or competition.
3. That the contents of the bid or bids have not been communicated by the bidder
or its employees or agents to any person not an employee or agent of the
bidder or its surety on any bond furnished with the bid or bids, and will not be
communicated to any such person prior to the official opening of the bids or
bids; and
4. That I have fully informed myself regarding the accuracy of the statements
made in this affidavit.
Signed
Firm
Name
Address
GC -57
1
1
1
1
1
1
1
1
1
1
1
1
NOTICE OF AWARD
Dated , 20
TO:
(BIDDER)
ADDRESS:
PROJECT
OWNER'S CONTRACT NO.
CONTRACTFOR
You are notified that your Bid dated , 20_ or the above Contract has
been considered. You are the apparent Successful Bidder and have been awarded a contract for
The Contract Price of your contract is
andxx/ 100 .......................................................... ............................... Dollars ($ )
copies of each of the proposed Contract Documents (except Drawings) accompany this Notice of Award.
sets of the Drawings will be delivered separately or otherwise made available to you immediately.
You must comply with the following conditions precedent within fifteen days of the date of this Notice of
Award, that is by , 20
1. You must deliver to the OWNER fully executed counterparts of the
Agreement including all the Contract Documents. Each of the Contract Documents must bear
your signature.
2. You must deliver with the executed Agreement the Performance Bond and Payment Bond as
specified in the General Conditions.
3. You must deliver with the executed Agreement a Certificate of Insurance as specified in the
General Conditions.
GC -58
NOTICE TO PROCEED
Dated
TO:
ADDRESS:
PROJECT
OWNER'S CONTRACT NO.
CONTRACTFOR
You are notified that the Contract Times under the above contract will commence to run on
20 . By that date, you are to start performing your obligations under Contract
Documents. In accordance with Article 3 of the Agreement, the dates of Substantial Completion and completion
and readiness for final payment are , 20_, and , 20_.
Before you may start any Work at the site, you must
CITY OF CHANHASSEN
(OWNER)
By:
(AUTHORIZED SIGNATURE)
(TITLE)
ACCEPTANCE OF AWARD
(CONTRACTOR)
By:
(AUTHORIZED SIGNATURE)
(TITLE)
(DATE)
(CONTRACTOR)
20
GC -59
f
1 9.19 AS -BUILT REQUIREMENTS
Upon completion of construction, all elements of the project shall be remeasured with an as -built
field survey. The plans shall be corrected and modified to show correct distances, elevations,
dimensions, and any other change in the specific detail of the plans. All changes shall be drawn
to scale to accurately represent the work constructed. All elevation/length changes shall be
crossed out and correct information added.
Upon completion of all public utility and street improvement projects, the project engineer shall
supply a set of paper record drawings to the City for review. If changes or corrections are
required, the plans will be returned to the project engineer showing any corrections to be made
as marked in red.
Once all changes to the plans have been made, the project engineer shall supply the City with
two full sets of paper drawings, one full set of mylars, and two sets of tie cards.
j All as -built plans will require the following information:
1. A benchmark system. The top nut on each fire hydrant shall be noted and used as
a benchmark.
2.
All curb boxes and gate valves shall be located by swing ties shown on the plans.
Curb box swing ties are to be supplied on the City of Chanhassen's standard tie
card (Detail Plate No. 5221). Swing ties to permanent structures such as
manholes, house corners, fire hydrants, etc. shall be no longer than 100 feet in
length. Utility boxes, trees, property corners are not acceptable swing tie points.
If a permanent structure is not available within the 100 -foot length, a third tie
point of not more than 150 feet is to be supplied or tied between curb boxes.
3.
The watermain profile shall be shown with the appropriate information as to size,
'
type of pipe, depth of cover, and any insulation.
4.
All sanitary and storm sewer lines shall be shown in plan and profile with the
appropriate information as to size, type of material, length, class of pipe, grade
and elevations.
5.
All manholes shall be numbered in both plan and profile view. All inverts, top of
casting or rim elevations, depth of manhole and stationing shall be provided.
Stationing of sanitary sewer wyes shall be provided from the downstream
manhole.
6.
If water and sewer services are not located in the same trench, it shall be noted on
the plans.
7.
If sanitary sewer service risers are constructed, the elevation and (x, y)
coordinates of the riser shall be provided and shown on the profile view to scale.
GC -60
The storm sewer plans shall provide the limits of all ponding (normal and high
water elevations) acres, feet of storage, and outlet control structure for each pond.
Upon completion, all ponds shall be cross - sectioned and spot elevations shown to
confirm they have been constructed to proper volume and shape. ■
9. The grading plan must have spot elevations on all lot corners, building pads,
swales/berms, emergency overflows and all other critical drainage areas.
10. The storm sewer plans shall include all drainage culverts, original and final grade
of cover over pipe on the profile view if not indicated on street grade profile.
11. The street plans shall indicate the original and final grades as constructed, type of
curb /gutter, sidewalk, draintile, manhole castings, hydrants, street width (back to
back), right -of -way width, and curve data. Any sub -base excavation performed in
efforts to correct unstable soil conditions shall be shown on the plans indicating
depth of sub -cut, sub -cut from station to station, type of backfill (select granular,
size of rock, etc.), and location by center line station of any fabric that may have '
been used.
12. All draintile used on the project shall be shown on the street and storm drainage
plans. The plans shall also provide the size of pipe, depth installed, type of fabric,
if any, and type of backfill (sand, pea rock, etc.). Swing ties shall be required at
ending points of all draintile systems and all cleanouts.
13. The lot and block numbers from the approved final plat and any easements which
exist shall be shown on the as -built plans.
14. Each plan sheet shall indicate the date of as -built completion, labeled as as -built
or record plan, and the contractor who performed the work. I
15. Within sixty (60) days after the completion of the utility improvements and base
course pavement and before the security is released, the Developer shall supply
the City with the following: (1) a complete set of reproducible mylar as -built
plans, (2) two complete full -size sets of blue line /paper as -built plans, (3) two
complete sets of utility tie sheets, (4) location of buried fabric used for soil
stabilization, (5) location stationing and swing ties of all utility stubs including
draintile cleanouts, (6) bench mark network, (7) digital files of as -built plans and
final plat in both autocad or .dxf and .tif format on Carver County Coordinates,
(8) digital file of utility tie sheets in either .doc or .tif format.
Electronic Format I
1. All construction plans approved after January 1, 2007 must be submitted
electronically. The electronic version must include coordinates for all items using
the City layering system as follows.
GC -61
1
hl 1101 10A 1110 § W-11 o l H 1 9 11 MLIVA 1
LAYER NAME
DESCRIPTION
X -Utility
Existing utilities
P- Water -L
Proposed water lines
P- Water -P
Proposed water symbols. GV's, bends, etc. excluding curb boxes
P- Curbbox -P
Proposed curb boxes
P- Storm -L
Storm sewer lines showing direction of flow
P- Storm -P
Storm structures. Manholes, catchbasins, EOF's, etc.
P -San -L
Sanitary sewer lines showing direction of flow
P -San -P
Sanitary structures. Manholes, lift stations, etc.
P -Li ht -P
Light poles
X- Ease -L
Existing easements
P- Ease -L
Proposed easements
P- Trail -L
Pro osed sidewalks and trails
P -Lot -L
Pro osed lot lines
P -Row -L
Propose d road right of wa
P- Road -L
Proposed curb and gutter or edge of pavement
P- CL.Road -L I
Proposed centerline of road
2. The electronic file must be in AutoCAD.DWG or *.DXF format.
3. The intent of the layering requirements is to separate various items of the
drawing. The general concept of the layering is to separate:
• Proposed features from existing features.
• Different utilities of the construction project.
• Proposed lateral and trunk features from utility services.
4. Additional layering from that indicated by the MINIMUM LAYERING
REQUIREMENTS is encouraged, and can be completed according to your needs
and/or company policy.
5. All electronic files must be accompanied by a "layer description list" that
identifies the elements of each layer or level.
6. Horizontal control of the Construction Record Drawings and Final Plat must be
on the Carver County Coordinate System.
7. Vertical Control of Construction Record Drawings must be on the City's
Benchmark System. The vertical control loop tying the project to the City's
benchmark must be submitted with the Record Drawings.
8. Construction record drawings (As- Builts) and Final Plat must be submitted
electronically (AutoCAD.dwg or *.dxf format AND .tio. Tie cards must be
submitted in .tif or .doc format.
9. All of the Minimum Layer Requirements must be submitted in one drawing on
Carver County Coordinates. All x referenced drawings, linetypes, fonts, etc. shall
be included with drawing files and submitted on cd -rom.
GC -62
2010
STREET CONSTRUCTION SPECIFICATIONS
TABLE OF CONTENTS
Page 1
SECTION 1.00 - GRADING ,
1 .01 Clearing and Grubbing ......................................................................... ..............................1
1.02 Excavation and Embankment .............................................................. ...............................
1
1.03 Subgrade Preparation and Correction ................................................. ............................... l
1.04 Application of Water ........................................................................... ............................... 2
SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION
2.01 Aggregate Base ..................................................................................... ..............................4
2.02 Materials ............................................................................................... ..............................
2.03 Requirements ....................................................................................... ............................... 4
2 .04 Acceptance Testing ............................................................................. ............................... 6
2.05 Specified Density Method ................................................................... ............................... 9 �.
2.06 Aggregate Composition ........................................................................ ..............................9
2.07 Schedule of Price Reductions .............................................................. .............................17
SECTION 3.00 - PAVEMENT CONSTRUCTION
3.01 Plant -Mixed Bituminous Asphalt ....................................................... .............................19
3.02 Mixture Design .................................................................................. ...............................
29
3.03 Mixture Quality (QC) .......................................................................... .............................40
3.04 Construction Requirements ................................................................. .............................62
3.05 Pavement Density .............................................................................. ...............................
68
3.06 Thickness & Surface Smoothness Requirements ............................... .............................78
3.07 Method of Measurement ................................................................... ...............................
85
'
3.08 Bituminous Patching ......................................................................... ...............................
86
3 .09 Bituminous Tack Coat ....................................................................... ...............................
3.10 Mill Pavement Surface ...................................................................... ...............................
87
87
3.11 Bituminous Overlays ........................................................................... .............................89
SECTION 4.00 - MISCELLANEOUS CONSTRUCTION
4 .01 Subsurface Drain Tile .......................................................................... .............................90
4.02 Utilities ................................................................................................. .............................90
4.03 Warranty .............................................................................................. .............................91
4.04 Water to Homes ................................................................................... .............................91
4.05 Concrete ............................................................................................. ............................... 91 '
4.06 Bituminous Curb .................................................................................. .............................95
4.07 Bituminous Trail / Pathway .................................................................. .............................95
i
1
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4.08 Electric Lighting Systems (Street Lighting) ....................................... .............................95
4.09 Fence Restoration ............................................................................. ............................... 98
4.10 Pavement Markings ........................................................................... ...............................
99
4.11 Street Signs and Posts .......................................... ............................... ............................100
4.12 Protection and Restoration of Vegetation ........... ............................... ............................101
4.13 Erosion Control .................................................... ............................... ............................101
4.14 Turf Establishment .............................................. ............................... ............................101
'
4.15 Geotextile Stabilization Fabric ............................ ............................... ............................105
4.16 Segmented Masonry Retaining Wall Units (2411) ........................... ............................105
4.17 Minor Concrete Structures .................................. ............................... ............................108
4.18 Segmental Masonry Retaining Wall Surface Sealing ....................... ............................111
1
[I
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SECTION 1.00 - GRADING
1.01 CLEARING AND GRUBBING (2101)
All clearing and grubbing shall be performed in accordance with and the basis of payment shall be
made as per Section 2101 of the current Minnesota Department of Transportation Standard
Specifications, with the following amendment: All costs associated with clearing and grubbing shall
be considered incidental to the project, unless a separate bid item is included in the proposal form.
Clearing shall be under the direction of the engineer in the field and care will be required to protect
all trees not removed. All timber, stumps, roots and other debris or by- products resulting from the
clearing and grubbing operation shall be disposed of off the site.
1.02 EXCAVATION AND EMBANKMENT (2105)
All site grading and street construction of excavation and embankment shall be in accordance with
Section 2105 of the current Minnesota Department of Transportation Standard Specification with the
following modifications:
A) The following compaction requirements shall be met for all embankment and trench
backfilling relative to subgrade under this contract:
1. The zone below the upper 3 feet of the embankment or trench shall be compacted to
95 percent of standard proctor density.
2. The zone from 3 feet below subgrade to finished subgrade (upper 3 feet) shall be
compacted to 100 percent of standard proctor density.
B) If the existing moisture content of the backfill material below three feet of subgrade is
greater than 3 percentage points above the optimum moisture content, the soil shall be
compacted to a minimum density of 3 pounds per cubic feet less than the standard Proctor
curve at that moisture content. At no time shall the density be less than 90 percent of the
standard Proctor density. This modification of the compaction specification shall at no time
be used or applied to the upper 3 feet of the subgrade or the aggregate base.
1.03 SUBGRADE PREPARATION AND CORRECTION (2111)
Subgrade preparation and correction shall be performed in accordance with the following: The
contractor shall prepare the subgrade to the grade, compaction and stabilization to a depth of one
foot (1') below subgrade elevation. All work in preparing the subgrade to this one -foot depth shall
be considered incidental.
Test rolling shall be performed on the completed subgrade prior to addition of base materials. The
contractor will furnish a tandem truck loaded with a minimum of 14 tons to check the completed
subgrade and/or base. This truck will be driven near the curb and gutter locations on both sides of
the roadway and in other locations the Engineer may direct, to determine if any soft spots exist so
that these areas may be removed and replaced with satisfactory material before completing subgrade
U
or base preparation, subject to Engineer approval. Cost of furnishing the loaded truck and driver for
the test roll and any retests shall be incidental to construction of the subgrade and/or base and no
direct compensation will be made therefore.
' A) If, in the Engineer's opinion, based on the test roll, there are any sections of the road
subgrade that are unstable, the contractor shall, at his/her expense, scarify the roadbed and
aerate or add moisture to the material as necessary and re- compact the material to the extent
that it will be stable when re- tested by rolling.
B) However, where test failures re -occur and the Engineer is satisfied that the corrective
measures were exhausted, then a qualified soils engineer shall be retained to recommend
corrective measures (i.e. subcut, fabric, draintile). Upon review of the soils report, the City
Engineer shall determine an alternative to produce acceptable stability on the roadbed. The
unstable sections shall be repaired by the contractor as directed by the Engineer and at the
owner's expense.
In the event subgrade subcut efforts are deemed necessary to correct any unsuitable soils in the road
section, a granular (free draining) backfill meeting the requirements of MnDOT Section 3149 -2 "132
Select Granular Borrow" shall be used. In addition, if the road section is in need of subgrade
removal, the depth of removal shall be consistent throughout the entire road section with the
exception of a small isolated area. The practice of varying depths of subcut in a continuous section
of road will not be allowed.
In roadbeds where existing soil subcuts have been performed, drain tile and cleanouts in low areas
and any other areas deemed necessary by the Engineer shall be installed as per standard detail plate
' nos. 5232, 5233 and 5234.
1.04 APPLICATION OF WATER (2130)
This work shall consist of furnishing and applying water for dust control or moisture content within
the Project limits as directed by the Engineer or stipulated in the Contract.
1.04.1 MATERIALS
The water shall be furnished by the Contractor and it shall be reasonably clean. The Contractor shall
make all arrangements with the City's Utility Superintendent for obtaining any water which may be
needed for the construction. No water may be taken from any City hydrants unless authorized in
writing by the Utility Superintendent. Failure to obtain City authorization will result in prosecution
and fines within the limits of city ordinance.
' 1.04.2 CONSTRUCTION REQUIREMENTS
A Equipment
Water supply tanks shall be equipped with distributing bars or other apparatus that will ensure
uniform application of the water. Application of water on the road shall be with a self - propelled
2
distributor of the pressure type, mounted on pneumatic -tired wheels. Pump capacity shall be
sufficient to permit application of the whole load uniformly at any rate up to 250 gallons per minute.
B Application
The water supply and equipment used shall be sufficient to apply the quantity required within the
time interval necessary to secure optimum results and avoid unwarranted loss of water through
evaporation, absorption, or drainage. The water shall be applied at such times and in such quantities
as the Engineer approves.
1.04.3 METHOD OF MEASUREMENT I
Water applied for Dust Control or moisture content within the Project limits, by direct order of the
Engineer, will be considered Incidental to the Project unless a specific bid item is provided. If a bid
item is provided, deductions may be made for any water wasted through failure of the Contractor to
coordinate the application of water with other operations as may be directed.
1.04.4 BASIS OF PAYMENT
If a bid item is provided, payment for the accepted quantities of water at the Contract price per unit
of measure will be compensation in full for all costs of furnishing, transporting, and applying the
water as directed.
These provisions apply to water used for dust control within the Project limits as directed by the
Engineer. These provisions do not apply to any sprinkling or other uses for water required in
conjunction with the construction of concrete pavements; to any water used in the production or '
curing of concrete; to any water used to maintain plant life; to any water used in conjunction with
compacting soil and aggregate; or to any water used for dust control in any Contractor selected haul
roads, detours, or work sites outside of the Project limits; all costs of which will be incidental to the
Contract items involved.
When a bid item is provided, payment for the application of water will be made on the basis of the
following schedule:
Item No. Item Unit
2130.501 Water Gal.
.......................................................................................... ...............................
SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION
2.01 AGGREGATE BASE (2211)
The contractor shall place and compact the aggregate base of the class and depth specified. All
aggregate base and its placement shall conform to Section 2211 of the current Minnesota
Department of Transportation Standard Specification.
' Aggregate base shall be paid for by the number of cubic yards as calculated from the design widths,
depths and lengths. No payment shall be made for additional material used due to low subgrades,
spillage, tolerances, etc.
Prior to the placement of any aggregate base material, all soil reports and compaction tests including
' previous tests on utilities must be reviewed by the City.
2.02 MATERIALS (2211)
r A. Aggregate ............ ...........................3138
The class of aggregate to be used in each course will be shown in the contract. Gradation
acceptance for Classes 1, 2, 3, 4, 5, 6 and 7 aggregates will be by the random sampling
method in accordance with 2211.317.
1 2.03 REQUIREMENTS
1
A Spreading and Compacting
At the time of spreading the base material for compaction, the aggregate shall be so uniformly mixed
that it will meet specified gradation requirements, based on the results of gradation tests run on
aggregate samples obtained after mixing and prior to compaction.
The material for each layer shall be spread and compacted to the required cross section and density
before placing aggregate thereon for a succeeding layer. The surface of each layer shall be
maintained, with uniform texture and firmly keyed particles, until the next layer required by the
contract is placed thereon or until the completed base is accepted if no other construction is required
thereon.
Compaction shall be obtained by the:
1. Specified density method,
2. Quality compaction method, or
3. Penetration index method
M
L
whichever method is prescribed for the particular course. Compaction by the specified density
method will be required on all base courses except those that are otherwise designated in the
contract for compaction by either the quality compaction or penetration index method. If
Class 7 is specified or substituted for another class of aggregate, then densification shall only be
obtained by the quality compaction method or the penetration index method.
B Penetration Index Method
r
The full thickness of each layer of Classes 5, 6 or 7 shall be compacted to achieve a penetration
index value less than or equal to 10 mm per blow, as determined by a MnDOT standard dynamic
cone penetrometer (DCP) device. For test purposes, a layer will be considered to be 75 mm in
compacted thickness but a testing layer can be increased in thickness to a maximum of 150 mm if
compacted in one lift by a vibratory roller. At least two passing dynamic cone penetrometer tests
shall be conducted at selected sites within each 800 cubic meters (CV) of constructed base course. If
a test fails to meet the specified requirements, the material represented by the test shall be
,
recompacted and will be retested for density compliance.
All aggregates prescribed to be tested under the Penetration Index Method 2211.3C4 must be tested
r
and approved within 24 hours of placement and final compaction. Beyond the 24 hour limit, the
same aggregate can only be accepted by the Specific Density Method 22113C 1.
Water shall be applied to the base material during the mixing, spreading and compacting operations
when and in the quantities the Engineer considers necessary for proper compaction.
C Determination of Penetration Index Value
The Penetration Index Value will be determined using a MnDOT standard dynamic cone
penetrometer (DCP) device. The basic test method can be found in the MnDOT User Guide to the
Dynamic Cone Penetrometer and the detailed test methods and procedures for base and shouldering
are available from the Grading and Base Office, Maplewood.
,
aggregate
D Random Sampling Gradation Acceptance Method
The following provision pp rovision shall apply to the use of Classes 1, 2, 3, 4, 5, 6 and 7 aggregates:
Gradation Control
The contractor and/or aggregate producer shall be responsible for maintaining a gradation control
program in accordance with the random sampling acceptance method described in the Grading and
Base manual. The contractor will be permitted to proceed with and complete the base construction
on the basis of the contractor's Certification (on Form 24346 furnished by the engineer) that the
material supplied and used conforms to the appropriate specification requirements. The contractor
shall assume full responsibility for the production and placement of uniform and acceptable
materials.
—
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2.04 ACCEPTANCE TESTING
Aggregate gradation compliance will be determined in accordance with the following table:
Table 2211 -A
ACCEPTANCE TESTING SCHEDULE
Quantity
No. Samples e or
Payment Acceptance
((metric tons (t)) (a)(b)
No. Lots
No. Sublots/Lot
Schedule
Less than 500
NA
Use Form 2415 or
Table 2211 -C
2403 (small quanti
> 500 but less than
NA
1/1,000tw
Table 2211 -C
4,000
> 4,000 but less than
1
4
Table 2211 -B
10,000
a. In accordance with 1503, Conformity with Plans and Specifications, it is the intent of these
specifications that materials and workmanship shall be uniform in character and shall
conform to the prescribed target value or to the middle portion of the tolerance range. The
purpose of the tolerance range is to accommodate occasional minor variations from the
median zone. The production and processing of the materials and the performance of the
work shall be so controlled that the material or workmanship will not be of borderline
quality.
b. Or equivalent in cubic meters loose volume or cubic meters compacted volume ((It — 0.6m
(LV) or It — 0.46m (CV), respectively)).
C. The use of any one kind or class of material from more than one source is prohibited without
permission of the engineer according to 1601. If the contractor changes sources (with the
engineer's approval), a new lot consisting of four sublots will be established provided that
the quantity equals or exceeds 4,OOOt. when a material source is changed prior to completing
a lot, the remainder of the 4 samples will be taken from the previously placed materials,
provided that the quantity equals or exceeds 4,OOOt. However, if the quantity placed is less
than 4,OOOt, acceptance testing will be based on one test per thousand metric ton.
d. Samples for gradation testing will be taken randomly by the engineer prior to compaction, in
accordance with the random sampling method described in the Grading and Base Manual.
e. Classes 1, 2 and 7, Shoulder Surfacing Aggregate, may be sampled from the stockpile for
testing and acceptance in accordance with 3138.3.
g. Each individual sample will be analyzed separately for payment.
f. Each lot will be divided into four sublots which are approximately equal in quantity.
Cel
i
h. Each lot shall consist of a maximum of approximately 10,000t of material, although lesser
sized lots may occur due to construction constraints. '
i. Each lot will be analyzed separately for payment.
j. One gradation sample will be taken from each sublot and tested. The results obtained from
the four samples will be averaged for payment to the nearest one -tenth of one percent for the
specified sieves.
The engineering will have each sample tested in the field by a MnDOT certified technician or may
submit them to the district laboratory for testing. A delay of at least three (3) working days is
anticipated before laboratory tests results are available but a maximum of eight (8) working hours
delay is anticipated for field gradations.
The individual test results or sublot averages, which are based on Table 2211 -A, Acceptance Testing
Schedule, shall be compared with tolerances shown in Tables 2211 -B or 2211 -C, Aggregate Base
Payment Schedules. Acceptance for non - complying material shall be made in accordance with the
respective tables. To qualify for full payment, the contractor may correct, at no cost to the City, any
lot of non - compliance material where acceptance is based on the lot criteria (greater than 4,OOOt)
and/or the quantity of material represented by a failing test where acceptance is based on the
individual sample criteria.
When corrective action is required for acceptance of the work, in accordance with Tables 2211 -B
and 2211 -C, the contractor shall perform the corrective work at no cost to the City. The contractor
shall remove the unacceptable material and replace it with acceptable material or correct the
unacceptable material on the road. In lieu of replacement or correction, the engineer may allow (in
the best interest of the City) the contractor to accept a price reduction instead of corrective action.
Upon completion of any corrective work required for full payment, whether it is by blending,
mixing, adding and/or replacing material, the corrected material will be sampled and tested for i
acceptance. The entire lot shall be retested, in accordance with Table 2211 -A, when the acceptance
is based on the lot criteria; otherwise, retesting will be based on one sample per thousand metric
tons.
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Table 2211 -B
AGGREGATE BASE PAYMENT SCHEDULE
(4 Sublots /4 Samples)
f
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% Passing Outside
Specified Limits*
All Sieves except 75um (No. 200)
75um (No. 200) Sieve Sieve
0.1-1.0 0.1-0.3
1.1-2.0 0.4-0.6
> 2.0 > 0.6
Acceptance Method
5.0% Price Reduction
15.0% Price Reduction
Corrective Action Required
*Based on average of 4 tests.
Price reductions for more than one failing sieve size shall be accumulative. The compensation due
to the contractor for the quantity of material represented by the failing test results shall be reduced by
the sum of the respective percentages.
Table 2211 -C
AGGREGATE BASE PAYMENT SCHEDULE
(Individual Test)
d
% Passing Outside
Specified Limits*
All Sieves except
75um (No. 200)
75um (No. 200 Sieve
Sieve
Acceptance Method
0.1 -1.0
0.1-1.0
Substantial Compliance **
1.1-2.0
1.1-1.5
5.0% Price Reduction
2.1-3.0
1.6-2.5
15.0% Price Reduction
> 3.0
> 2.5
Corrective Action Required
*Based on individual sample test results.
* *To be applied to occasional failures. If the material(s) consistently fails to meet
specification requirements, it will be subject to price reduction as determined by the
engineer.
Price reductions for more than one failing sieve size shall be accumulative. The compensation due
to the contractor for the quantity of material represented by the failing test results shall be reduced by
the sum of the respective percentages; however, the reduction will not exceed 50 percent.
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Price Reductions
A. Price reductions should not be issued unless the price reduction is in excess of $350. If the '
calculated price reduction is equal to or less than $350, it shall be documented as substantial
compliance. At the discretion of the Engineer, several smaller price deductions may be
lumped together to comply with the $350 minimum to alleviate a continuous marginal
failure problem.
B. Bid prices for the project in question should be reviewed prior to calculating a price ■
reduction. If the bid prices are considerably below average prices, then the price reduction
should be assessed based on: (1) the average bid price as determined by the City Engineer or
(2) a fair market value.
C. The price reduction shall represent only the quantity of material represented by the sample I
and actually used.
D. The price reduction will normally be the quantity represented by the failing test times price
reduction per unit quantity (tons, gals, etc.) determined from the "Schedule of Price
Reductions" times the bid price of (2) above.
2.05 SPECIFIED DENSITY METHOD
The full depth of aggregate base shall be compacted to not less than 100% of the maximum density
and at the time of compaction the moisture content of the material shall not be less than 65% of
optimum moisture. All failing moisture and density tests must be corrected before the project is
complete.
2.06 AGGREGATE COMPOSITION (3138)
The source of supply and quality of the material is subject to approval by the engineer in accordance ,
with 1601.
Al Virgin Aggregate Mixtures '
Classes 1, 2, 3, 4, 5 and 6 shall meet the following requirements:
All aggregate sources (pits and quarries) from which surface and/or base course aggregates are
produced shall be stripped to uncover suitable materials for use. In quarries, all weathered rock will
be removed prior to production of the face. ,
The mixture shall consist of 100 percent virgin aggregates (unless noted otherwise) and shall consist
of sound durable particles or fragments of gravel and sand, crushed quarry or mine rock, crushed
gravel or stone or any combination thereof; except that Class 2 aggregates shall consist of 100
percent crushed quarry or mine rock.
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The engineer may allow aggregates containing a limited quantity of binder soil; however, the
' aggregates shall not contain sod, roots, plants, other organic matter, or other objectionable material.
All materials shall be free from lumps or balls of clay.
A2 Salvaged/Recycled Aggregate Mixtures
Class 7
Salvaged/recycled aggregate materials may be used or blended with a combination of virgin and
salvaged/recycled aggregates or 100% salvaged/recycled aggregate materials as permitted in
' accordance with the follow requirements. These composite mixtures/blends shall be designated as
Class 7.
' The composite mixture/blend shall meet the following requirements:
A. A salvage /recycled mixture shall have a minimum of 10 percent by mass (by weight)
salvage /recycle aggregate material incorporated into the mixture to be considered a
salvage /recycled mixture.
B. Virgin aggregates that are incorporated into the mixture shall meet the requirements in
Sections 3138.2A1, 3138.2D and 3138.2E.
C. The salvaged/recycled aggregate portion of the mixture shall consist of sound durable
particles produced by crushing, screening and grading to the required sizes from materials
which were salvaged from the following sources: Portland cement concrete pavement
1 removal and/or other concrete structural elements, bituminous pavement removal, aggregate
bases underlying bituminous and concrete pavements. Incorporation of recycled glass into
the aggregate mixture during production will be permitted.
D. The engineer may allow aggregate containing a limited quantity of binder soil. However, the
composite aggregate mixture/blend shall not contain sod, roots, plants, building rubble,
building brick, wood, plaster, reinforcing steel or other similar objectionable or deleterious
materials and shall be free of lumps or balls of clay.
E. The requirements of 3138 A2(a), Salvaged Bituminous Aggregate Mixtures; 3138 A2(b),
' Salvaged Crushed Concrete Aggregate; and 3138 A2(c), Reclaimed Glass.
F. Blending of the various types of aggregates (virgin and recycle /salvage aggregates), shall be
done during production. The final product shall consist of a uniform blend of all the
composite materials.
Class 7 may be substituted for Classes 1, 3, 4, 5 and 6 unless otherwise specifically modified or
prohibited in the plans and/or Special Provisions.
A2(a) Salvaged Bituminous Aggregate Mixtures
10
Salvaged bituminous aggregate mixtures may be used in accordance with the following applications
and requirements:
Aggregate base course.
Salvaged bituminous mixture may be used either alone or in combination with other
aggregate materials (virgin and/or salvaged/recycled) in the production of the base course
mixture. However, the bitumen content of the composite mixture shall not exceed three
percent by mass (by weight).
2. Surfacing aggregate (travel lanes and/or shoulders).
Up to 100 percent salvaged bituminous mixture may be used (no limit on bitumen content).
A2(b) Salvaged Crushed Concrete Aggregate
Crushed concrete aggregate may be used singularly or blended with virgin and/or other permitted
salvaged/recycled aggregate materials in accordance with the following applications and
requirements:
1. Where drainage layers and/or perforated drainage pipes are installed or will be installed
a. Crushed concrete blended with other permitted aggregates (virgin and/or recycled),
may be used on any type of subgrade soil provided that at least 95% of the crushed
concrete aggregate particles are retained on the 4.75 mm (No. 4) sieve.
b. Crushed concrete aggregate may be used singularly or blended with other permitted
aggregate materials when placed over material meeting the requirements of
3149.2132, Select Granular, provided that the amount crushed concrete aggregate
does not exceed the equivalent of 75 mm (3 in.) of 100 percent crushed concrete;
such as, 150 mm (6 in.) of a 50 -50 blend of crushed concrete and permitted aggregate
material. If crushed concrete aggregate is used (singularly or blended) for the base
course and for stabilization the subgrade at the same location, the total equivalent
application rate shall not exceed a 75 mm (3 in.) thickness (approximately 160 kg per
square meter (300 pounds per square yard) of surface area)).
C. Crushed concrete may be used up to 100% in construction of the filter /separation
layer under a permeable aggregate base drainage layer (i.e. OGAB, PASB, PCSB) in
accordance with the applicable drainage specifications.
2. Other Applications.
With and without drainage layer and/or perforated pipe installation, crushed concrete may be
used for:
a. Surfacing and base course(s) in the shoulder area.
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b. Surfacing aggregate - surfaced roads (including shoulders).
A2(c) Reclaimed Glass
Unless otherwise specifically modified or prohibited in the plans and/or Special Provisions, up to 10
percent by mass (eight) reclaimed glass may be mixed/blended with virgin and/or salvaged/recycled
aggregate materials during the crushing operation in the production of the aggregate base course
mixture in accordance with the following:
Sources
2.
4.
Reclaimed glass shall consist of eligible secondary glass available from any source willing
and able to certify their supply sources and composition of glass as required in Paragraph 7
below.
Composition
Reclaimed glass shall consist only of the following eligible types of glass products:
a.) Container glass used for consumer food and beverages, b.) Beverage drinking glasses,
c.) Plain ceramic or china dinnerware, d.) Building window glass free of any framing
material, and e.) other types of glass that can be certified and approved by MnDOT's Office
of Environmental Services on an individual source basis.
Reclaimed glass or other salvaged aggregates shall not consist of the following prohibited
types of materials:
a.) Any hazardous waste as defined in MPCA Rules 7045, b.) Hazardous substance in
regulated quantities listed in 40 CFR, Table 302.4, c.) Automobile windshields or other
glass from automobiles, d.) Light bulbs of any type, e.) Porcelain products, f.) Laboratory
glass, and g.) Television, computer or other cathode ray monitor tubes.
Debris Content
The reclaimed glass shall not contain more than 5 percent debris, by visual inspection.
Debris includes any non -glass material such as: paper, foil, plastics, metal, corks, wood
debris, food residue, or other deleterious materials. The percentage of debris shall be
estimated using the American Geophysical Institute visual Method. (AGI Data Sheet 15.1
and 15.2 Comparison Chart for Estimating Percent Composition, 1982.)
Storage
Interim storage of reclaimed glass stockpiles shall be on locations with: a.) Minimum of 1.2
meters (four feet) depth of suitable soils separating groundwater, b.) A minimum of 50
12
meters (150 feet) away from any surface water body, and c.) A maximum slope for four
percent (4 %) if sloped to any surface water body.
Ratio of Reclaimed Glass
Up to 10 percent by mass (weight) reclaimed glass may be mixed/blended with virgin and/or
other salvaged/recycled aggregate materials during the crushing operation in the production
of the aggregate mixture.
6. Applications
Reclaimed glass blended with other aggregates may be used for aggregate base course
mixtures. Reclaimed glass shall not be used in aggregate surfacing applications including
shoulder surfacing.
Certification
a. The contractor shall provide documentation certifying that the reclaimed glass: (i) is
only from sources that have given the contractor the certification required in
Paragraph b below, sub -item ii, (ii) is comprised of only eligible types of reclaimed
glass, (iii) does not contain any prohibited materials, (iv) meets debris content
requirements, (v) meets the blending ratio requirements, and (vi) is or will be stored
according to storage requirements described in Paragraph 4 above.
b. Documentation shall include, at a minimum: (i) written certification from sources of
reclaimed glass, such as recycling centers, that a good faith effort of public education
was used to inform residents and businesses of the eligible and prohibited types of
glass to be included for recycling, (ii) written certification by recycling centers that
their independent sources of reclaimed glass, such as private recyclables haulers,
have been notified in writing of these composition and public education requirements
and have agreed in writing to comply with them, and (iii) description of the
reclaimed glass blending methods used to assure required blending ratios.
A3 Limestone and/or Dolostone
The following provisions shall apply in these listed counties:
Anoka — 02 Ramsey — 62
Carver —10 Scott — 70
Dakota —19 Washington — 82
Hennepin — 27
All counties in MnDOT's Districts 6, 7 and 8.
a. If crushed carbonate (limestone or dolostone) quarry/bedrock is used in total or in
part for base applications, unless exempted below, the portion passing the 75um (No.
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200) sieve of the carbonate aggregate insoluble residue test shall not exceed 10
' percent.
b. An exemption to this 10 percent insoluble residue specification will be made for
carbonate rock to be used as temporary by passes and parking lots. Use on other
specific non - exempted applications must be approved by the engineer. For these
exempted applications, the portion passing the 75um (No. 200) sieve of the carbonate
aggregate insoluble residue test shall not exceed 16 percent.
B Gradation .... ..........................Table 3138 -1
In the event that it is necessary to add a portion of the overburden or binder soil from an outside
source, the materials shall be introduced into the aggregate producing plan at a uniform rate by a
' separate conveyor simultaneously with the base aggregate. The binder soils or overburden shall
meet 3146.
Class 7 aggregate mixtures shall meet the gradation requirements shown in Table 3138 -1; except
that when salvaged/recycled bituminous mixture is incorporated into the production of the aggregate
base mixture, up to 5 percent by mass (weight) of the total composite mixture may exceed 25.0 mm,
' (1 in.) provided that these larger particles are bituminous mixture and not other aggregate types, and
are not larger than 37.5 mm (1.5 in.). (All gradations will be run on the composite mixture before
extraction of the bituminous material.)
that will pass a grizzly or bar grate having parallel bars spaced 200 mm (8 in.) apart. However, the
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If reclaimed glass is incorporated into the aggregate base material, the final product shall conform to
the requirements of Class 7.
'
In the production of Class 7 aggregate materials, the different aggregate types shall be blended at
uniform proportions /rates.
r At
the time of testing Class 7 shall be further identified as to the type of recycle /salvage aggregate
materials that are incorporated into the final product by the following designations:
'
B — Bituminous Mixture 7(B)
C — Concrete 7(C)
'
BC — Bituminous and Concrete 7(BC)
G — Glass 7(G)
BG 7(BG)
CG 7(CG)
BCG 7(BCG)
M — Misc. — Must be specified in Special Provisions
C Crushing
Crushing will be required for Class 5 and 6 aggregates. For these classes of aggregate, crushing will
be required of all stones larger than the maximum size permitted by the gradation requirements and
that will pass a grizzly or bar grate having parallel bars spaced 200 mm (8 in.) apart. However, the
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engineer may allow rejection of oversize material when excessive crushing results in an
unsatisfactory gradation. I
Class 6 aggregates shall contain at least 15 percent crushed material. Class 5 aggregates shall
contain at least 10 percent crushed material. Class 5 used for the city of Chanhassen projects require
100% crushed material. The percentage of crushing shall be determined by the procedures described
in the Grading and Base Manual. The tolerance of 2 percent will be allowed on each individual test,
but the average of all material tested for the project shall meet the specification requirements. It may '
be necessary to add stones or crushed rock from another source to meet the crushing requirements.
D Los Angeles Rattler Loss I
The Los Angeles Rattler Loss requirements shall apply to the crushed quarry or mine rock portion of
the aggregate. I
Class of Aggregates gates Los Angeles Rattler Loss
1, 2, 3, 4, 5, 7 .................... ............................40% maximum
6 ................................... ............................35% maximum
The LAR maximum loss shown for Class 7 shall be determined on the virgin aggregate portion of
the mixture prior to the incorporation of the salvage /recycle materials into the final composite
mixture.
E Shale ,
Class 3, 4 and 5 aggregate shall contain not more than 10 percent shale in the total sample except '
that when the part passing a 75 um (No. 200) sieve exceeds 7 percent, the percentage of shale in the
total sample shall not exceed 7 percent.
Class 6 aggregate shall contain not more than 7 percent shale in the total sample. ,
The virgin aggregate portion of the Class 7 mixture shall not contain more shale than allowed for the
class of aggregate that the substitution is being made. Testing for compliance shall be performed
prior to the incorporation of the salvage /recycled materials into the final composite mixture.
3138.3 SAMPLING AND TESTING '
Samples for testing to determine compliance with the aggregate gradation specifications for base and
shoulder surfacing will be obtained from the roadway at anytime prior to compaction. The samples
may be obtained from the windrow or after blending and spreading of the material on the roadway.
However, Classes 1, 2 and 7 shoulder surfacing aggregates may be sampled from a stockpile, tested
and accepted before roadway placement, provided that:
a) No more than 25 percent of the stockpile samples fail to meet gradation requirements.
b) The average of all stockpile tests meet requirements. I
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The contractor mixes the material during placement to the satisfaction of the engineer.
The stockpile shall be sampled according to the rate in the Schedule of Materials Control.
Laboratory samples shall be taken from the in place roadway.
If additives such as calcium chloride or bituminous material are incorporated in a central
mixing plant, the aggregate will be sampled before such materials are added.
A Sampling, Sieve Analysis, Shale and Crushing Test....MnDOT Grading and Base Manual
B Los Angeles Rattler Loss.....AASHTO T 96
C Sampling and Shale Test.....MnDOT Laboratory Manual
D Bitumen Content:
a.) By Extraction....MnDOT Bituminous Manual Methods 1851 or 1852, or
b.) Incineration Oven....MnDOT Bituminous Manual Methods 1853 or 1852
E Insoluble Residue....MnDOT Laboratory Manual
F Reclaimed Glass....American Geophysical Institute Visual Method (AGI Data Sheet 15.1
and 15.2, Comparison Chart for Estimating Percent Composition, 1982)
NOTES:
(A) Applies when the aggregate contains 60 percent or less of crushed quarry rock.
(B) Applies when the aggregate contains more than 60 percent crushed quarry rock.
(a) Refer to Section 3138.2B.
(b) Class 7 shall meet the gradation requirements for class 5 when it is being substituted for
Classes 1, 3, 4 and 5.
(c) Class 7 shall meet the gradation requirements for Class 6 when it is being substituted for
Class 6
16
Table 3138 —1
BASE AND SURFACING AGGREGATE
2.07 SCHEDULE OF PRICE REDUCTIONS
The following schedule for price reductions on non - complying construction material shall be used
when not addressed in the Contract.
The following schedule of price adjustments and/or corrective action for non - compliance material
and/or work is a guideline only. Special circumstances may result in price reductions differing from
this schedule. These special circumstances shall be determined and evaluated by the City Engineer.
Price reductions are implemented only if it is in the best interest of the City to leave the non-
complying material in place, otherwise, the material should be removed and replaced.
Gradation Failures
1. MnDOT Specification 3138, Aggregate for Surface and Base Courses.
a. Class 1, 2, 3, 4, 5 and 6 designations.
The above classes of material should be accepted for payment in accordance with the
provisions of the MnDOT Aggregate Base Acceptance Schedule Table 2211 -1, 22113F.
Price adjustments for more than one failing sieve size shall be accumulative. The
compensation due the Contractor for the class and quantity of material represented by the
failing test results shall be reduced by the sum of the respective percentages.
b. Class 1, 2, 3, 4, 5 and 6 designations.
The above classes of material should be accepted for payment in accordance with the
following schedule:
% Passing Outside
Specified Limits*
All Sieves, except No. 200 Sieve
No. 200 or 75 µm or 75µm
0.1 - 1.0 0.1-1.0 Substantial Compliance
1.1-3.0 1.1 - 1.5 5.0% Price Adjustment
3.1-4.0 1.6-2.5 15.0% Price Adjustment
>_ 4.0 >_2.6 Corrective Action Required
*Based on individual sample test results. Price adjustments applied to the quantity of non-
compliance material represented by the sample.
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Price reductions for more than one failing sieve size shall be accumulative, but will not
exceed 50.0 percent. The compensation due to the contractor should be reduced
accordingly.
'
2. MnDOT Specification 3149, Granular Material.
The granular materials listed in MnDOT Specification 3149 should be accepted for payment
in accordance with the following:
a. All Sieves
'
Price adjustments shall be in accordance with 1(b)
b. # 200 /1 inch or 75µm/25 mm . Ratio
'
(MnDOT Specification 3149.2E 1 and 3149.2B2)
% Outside
'
Specified Limits*
+1.0 Substantial Compliance
+1.1-2.0 5.0% Price Reduction
2.1-3.0 15.0% Price Reduction
>3.0 Corrective Action Required
' *Based on individual sample test results. Price adjustment applied to the quantity of non-
compliance material represented by the sample. The compensation due to the contractor
should be reduced accordingly.
3. The Contractor may correct the quantity of non - compliance material in order to qualify for
full payment.
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When corrective action is required for acceptance of the non - complying material, in
accordance with the previously indicated schedules, the Contractor shall perform the
corrective work at no cost to the Owner. The Contractor shall remove the unacceptable
material and replace with acceptable materials, or correct the unacceptable materials on the
road. The corrected material will be tested for compliance with the specification after the
completion of the corrective action. In lieu of replacement or correction, the Engineers may
allow (in the best interest of the City) the Contractor to accept a price reduction instead of
corrective action.
18
SECTION 3.00 — PAVEMENT CONSTRUCTION
3.01 PLANT MIXED BITUMINOUS ASPHALT (Combined 2360/2350 [Gyratory/Marshall
Design] Specification of the most current MnDOT Standard Specification)
This Specification requires the Contractor to provide a mix that complies with all of the design,
production, and placement requirements of the specification. The Department does not make
any guaranty or warranty, either express or implied, that compliance with one part of this
specification guarantees that the Contractor will meet the other aspects of the specification.
All Sections titled 2360 also apply to 2350.
DESCRIPTION
This work consists of the construction of one or more pavement courses of hot plant mixed
asphalt- aggregate mixture on the approved prepared foundation, base course or existing surface
in accordance with the specifications and in conformity with the lines, grades, thicknesses and
typical cross sections shown on the plans or established by the Engineer. Mixture design will be
either 2360 or 2350 (gyratory or Marshall) as described in the Special Provisions through the
mixture designation.
A Mixture Designations
Mixture designations for asphalt mixtures contain the following information:
(1) The first two letters indicate the mixture design type:
SP = Gyratory Mixture Design
LV = Marshall Mixture Design — Low Volume, 50 blow
MV = Marshall Mixture Design — Medium Volume, 50 blow
SM = Gyratory Mixture Design for Stone Matrix Asphalt (SMA)
(2) The third and fourth letters indicate the course:
WE = Wearing and Shoulder Wearing Course
NW = Non - Wearing Course
(3) The fifth letter or number indicates the maximum aggregate size *:
A or 4 = 12.5mm [1/2 inch], 9.5 mm [3/8 inch] nominal size
B or 3 = 19.0mm [3/4 inch], 12.5 mm [1/2 inch] nominal size
C or 2 = 25.0mm [1 inch], 19.0 mm [3/4 inch] nominal size
5 = 9.5mm [3/8 inch], 4.75 mm [ #4] nominal size (Marshall design
only)
E = See provision for SMA design
* Letter is used in gyratory designation; number is used in Marshall designation
(4) For Gyratory Design:
The sixth digit indicates the Traffic Level (ESAL's x 10
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The requirements for gyratory mixtures in this specification are based on the 20-
year design traffic level of the Project expressed in Equivalent Single Axle Loads
(ESAL's). The five traffic levels are shown below in Table 2360.1 -A.
Table 2360.1 -A
TRAFFTC T,RVF,T,S
Traffic Level
20 Year Design ESAL's (1 x 10 ESAL's
21
<1
3 2
Ito <3
4
3to <10
5
10 to < 30
6
SMA
1 -- (AADT # 2300)
2 -- (2300< AADT <6000)
For Marshall Design:
The sixth and seventh digit indicate the Marshall design blows:
50 blow design for both LV and MV mixtures
(5) The last two digits indicate the air void requirement:
40 = 4.0% for SP and SM Wear mixtures
35 = 3.5% for MV Wear and Non -Wear
30 = 3.0% for LV Wear and Non -Wear and SP Non -Wear and Shoulder
(6) The letter at the end of the mixture designation identifies the asphalt binder grade:
A = PG 52 -34
B = PG 58 -28
' C = PG 58 -34
D = PG 58 -40
E = PG 64 -28
F = PG 64 -34
G = PG 64 -40
H = PG 70 -28
' I = PG 70 -34
L = PG 64 -22
' Ex: Gyratory Mixture Designation -- SPWEB540E (Design Type, Lift, Agg Size, Traffic Level,
Voids, Binder)
Ex: Marshall Mixture Designation — LVWE35030B (Mix Type, Lift, Agg Size, Marshall blows,
' Voids, Binder)
Ex: SMA Mixture Designation -- SMWEE640H (Design Type, Lift, Agg Size, Traffic Level,
Voids, Binder)
' B Minimum Lift thickness
20
Minimum paving lift thickness will be based on maximum aggregate size:
Aggregate Size A, 4 *; B, 3 *: Minimum Lift thickness = 40 mm [1% inch]
Aggregate Size 5 *: Minimum Lift thickness = 20 mm [3/4 inch]
Aggregate Size C, 2* (for non -wear only): Min. Lift thickness = 65 mm [2V2 inch]
* Marshall designation
2360.2 MATERIALS
A Aggregate
Al General
The aggregate shall consist of sound, durable particles of gravel and sand, crushed
stone and sand, or combinations thereof. It shall be free of objectionable matter such as metal,
glass, wood, plastic, brick, rubber, and any other material having similar characteristics. Coarse
aggregate shall be free from coatings of clay and silt to the satisfaction of the Engineer.
The Contractor shall not compensate for the lack of fines by adding soil materials
such as clay, loam, or silt. Overburden shall not be blended into the asphalt aggregate.
Each different material (source, class, kind, or size) shall be fed at a uniform rate
from its storage unit. An individual source, class, type, or size of material shall not be stockpile
blended with another source, class, type or size of material.
A2 Classification
The aggregate shall conform to one of the following classifications. The class of
aggregate to be used shall be the Contractor's option unless otherwise specified in the Contract.
A2a Class A
Class A aggregate shall consist of crushed igneous bedrock (specifically; basalt,
gabbro, granite, rhyolite, diorite and andosite) and rock from the Sioux Quartzite Formation.
Other igneous or metamorphic rock may be used with specific approval of the Engineer. Class A
materials may contain no more than 4.0% non -Class A aggregate. This recognizes the fact that
some quarries may contain small pockets of non -Class A material within that source. Intentional
blending or addition of non -Class A material is strictly prohibited!
A2b Class B
Class B aggregate shall consist of crushed rock from all other bedrock sources
such as carbonate and metamorphic rocks. (gneiss or schist)
A2c Class C
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d
Class C aggregate shall consist of natural or partly crushed natural gravel
obtained from a natural gravel deposit.
' A2d Class D
' Class D aggregate shall consist of 100 percent crushed natural gravel. The
crushed gravel shall be produced from material retained on a square mesh sieve having an
opening at least twice as large as the Specification permits for the maximum size of the
aggregate in the composite asphalt mixture. The amount of carryover (material finer than) the
' selected screen shall not exceed ten percent.
A2e Class E
' Class E aggregate shall consist of a mixture of any two or more of the above
classes of approved aggregate (A, B, and D). The use of Class E aggregate, as well as the
relative proportions of the different constituent aggregates, shall be subject to the approval of the
Engineer. The relative proportions of the constituent aggregates shall be accurately controlled
either by the use of a blending belt approved by the Engineer prior to production or by separately
' weighing each aggregate during batching operations.
A2f Steel Slag
' Steel slag may not exceed 25 percent of the mass of the total aggregate.
Stockpiles will be accepted for use if the total expansion, determined by ASTM D4792, is less
' than 0.50 %.
A2g Taconite Tailings (TT)
Taconite tailings shall be obtained from ore that is mined westerly of a north -
south line located east of Biwabik, Mn (R15W- R16W); except that taconite tailings from ore
' mined in southwestern Wisconsin will also be permitted for use.
Approved taconite tailing sources are on file with the Department Bituminous
' Engineer.
A2h Scrap Asphalt Shingles
' Scrap asphalt shingles may be included in both wear and non -wear courses to a
maximum of 5 percent of the total weight of mixture. Only scrap asphalt shingles from
manufacturing waste are suitable. The percentage of scrap shingles used will be considered part
of the maximum allowable RAP percentage. Refer to Section 2360.2 G1 to select a virgin
asphalt binder grade (use requirements for > 20% RAP, regardless of total RAP /shingle
t percentage). Scrap Shingle Specifications are on file in the Bituminous Office.
A2i Crushed Concrete and Salvaged Aggregate
22
Crushed concrete is allowed as an aggregate source for up to 50 percent of the
aggregate in non -wear mixtures. Crushed concrete is not allowed in wearing courses.
Salvaged aggregate is allowed as an aggregate source for up to 100 percent of the
aggregate in wear and non -wear mixtures. All salvaged aggregate shall be stockpiled uniformly
to limit variation in mixture properties. Salvaged aggregates shall meet quality and crushing
requirements as specified herein.
A2j Sewage Sludge Ash
Sewage sludge ash is allowed as an aggregate source in both wear and non -wear
courses to a maximum of 5 percent of the total weight of mixture. Only sewage sludge ash that
meets the Tier II hazard evaluation criteria as approved by MnDOT's Office of Environmental
Services, Environmental Analysis Section, will be allowed for use in the mixture.
Approved waste incinerator ash sources are on file with the Department
Bituminous Engineer.
A3 Recycled Asphaltic Pavement Materials (RAP)
The combined RAP and virgin aggregate shall meet the composite fine aggregate
angularity or calculated crushed requirements (both coarse and fine aggregate) for the mixture
being produced (calculated crushed allowed for Marshall design only). RAP containing any
objectionable material, i.e., road tar, metal, glass, wood, plastic, brick, fabric, or any other
objectionable material having similar characteristics will not be permitted for use in the asphalt
pavement mixture.
Asphalt binder content in the RAP shall be determined according to MnDOT Lab
Manual Method 1851 or 1852.
B Manufactured Crushed Fines (4 material)
All Class A, B, D, and E material that passes the 4.75 mm [ #4] screen will be
considered as crushed fines.
Manufactured Crushed Fines (4 material) from Class C Aggregate. Produce
manufactured crushed fines (4 material) from a gravel source by passing the gravel over a
selected screen, 9.5 mm [3/8 inch] or larger, prior to mechanical crushing. The material which
passes the 9.5 mm [3/8 inch] screen shall not be incorporated into the manufactured crushed
fines but may be used as it qualifies for natural sand. The amount of carryover (material finer
than) the selected screen shall not exceed ten percent.
The material retained on the 9.5 mm [3/8 inch] screen shall be crushed. The
material that passes the 4.75 mm [ #4] screen, after crushing, will be considered as 100% crushed
23
fines. Material retained on the 4.75 mm [ #4] screen after crushing will not be counted as +4
crushing until tested.
C Quality Requirements
C1 Los Angeles Rattler Test ................................. ............................... AASHTO T96
The Los Angeles Rattler loss on the coarse aggregate fraction (material retained
on the 4.75 mm [ #4] sieve shall not exceed 40 percent for any individual source used within the
mix. An aggregate proportion which passes the 4.75 mm [ #4] sieve and exceeds 40 percent LAR
loss on the coarse aggregate fraction is prohibited from use in the mixture.
C2 Soundness (Magnesium Sulfate) .................. ............................... AASHTO T104
The magnesium sulfate soundness loss at 5 cycles on the coarse aggregate
fraction (material retained on the 4.75 mm [ #4]) shall not exceed the following for any individual
source used within the mix: *
a) No more than 14 % loss on the 19 mm [3/4 inch] to 12.5 mm [1/2 inch] and
larger fractions.
b) No more than 18% loss on the 12.5 mm [1/2 inch] to 9.5 mm [3/8 inch] fraction.
c) No more than 23% loss on the 9.5 mm [3/8 inch] to 4.75 mm [ #4] fraction.
d) No more than 18% for the composite loss. (Applies only if all three size fractions
are tested).
* 1) If the composite requirement is met but one or more individual components do not, the
source may be accepted if no individual component is more than 110% of the requirement
for that component.
2) If each individual component requirement is met but the composite does not the source may
be accepted if the composite is no greater than 110% of the requirement.
An aggregate proportion which passes the 4.75 mm [ #4] sieve and exceeds the
requirements listed above on the coarse aggregate fraction is prohibited from use in the mixture.
C3 Spall Materials and Lumps .. ............................... MnDOT Laboratory Manual
Spall is defined as shale, iron oxide, unsound cherts, pyrite, highly weathered
and/or soft phyllite and argillite (may be scratched with a brass pencil), and other materials
having similar characteristics.
Lumps are defined as loosely bonded aggregations and clayey masses. If the
percent of lumps measured in the stockpile or cold feed exceed the values listed below, asphalt
production shall cease and compliance shall be determined by dry batching. This procedure may
be repeated at any time at the discretion of the Engineer.
24
Maximum limits for Spall and lumps, expressed as percentages by mass, are listed
in Table 2360.3 -132a.
C4 Insoluble Residue Test ................. ..........................MnDOT Laboratory Manual
If Class B carbonate material is used in the mix, the minus 0.075 mm [ #200] sieve
size portion of the insoluble residue shall not exceed 10 percent.
D Aggregate Restrictions
Class B carbonate aggregate restrictions are specified in Table 2360.3 -B2a.
E Gradation Requirement
The coarse and fine aggregate shall be combined in such proportions to produce
an asphalt mixture meeting all of the requirements defined in this specification and shall conform
to the gradation as defined in Table 2360.2 -E. Gradation testing shall be conducted in
accordance with AASHTO T -11 ( -0.075 mm [4200] wash) and T -27.
Table 2360.2 -E
AGGREGATE GRADATION BROAD BANDS
(% naccing of total washed gradation)
Sieve Size
A or 4*
B or 3*
C or 2*
5*
E
(mm [inch])
(SMA)
See SMA
25.0 [1 inch]
100
Provisions
19.0 [3/4
100
85 -100
inch]
12.5 [1/2
100
85 -100
45 -90
inch
9.5 3/8 inch
85 -100
35 -90
-
100
4.75 #4
25 -90
20 -80
20 -75
1 65 -95
2.36 [ #8]
20 -70
15 -65
15 -60
45 -80
0.075 [ #200]
2.0 -7.0
2.0 -7.0
2.0 -7.0
2.0 -7.0
*Marshall Designation
With the approval of the Engineer, the gradation broadband for the maximum
aggregate size may be reduced 97% passing for mixtures containing RAP, when the oversize
material is suspected to come from the RAP source. The virgin material must remain 100%
passing the maximum aggregate sieve size.
F Additives
25
An additive is any material added to an asphalt mixture or material, such as
mineral filler, hydrated lime, asphalt additives, anti - strip, and similar products that do not have a
specific pay item. When a Contract requires additives, compensation is included with the pay
items for the appropriate mixture. If the Engineer directs the Contractor to incorporate additives,
the compensation will be as Extra Work, at the unit price specified in the proposal. The
Department will not compensate the Contractor for additives incorporated at the Contractor's
option.
Additives will not be incorporated into the mixture without approval of the
Department Bituminous Engineer. Anti- foaming agents shall be added to asphalt cement at the
manufacturer's recommended dosage rate. Mineral filler and hydrated lime may be added in a
quantity not to exceed 5 percent and 2 percent, respectively, of the total mass of the aggregate.
The combination of mineral filler and hydrated lime shall not exceed 5 percent of the total mass
of aggregate. The Engineer will approve or disapprove methods for addition of additives.
F1Mineral Filler ......................................... ............................... ...........................3145
F2Hydrated Lime ....................................... ............................... ...........................3145
Hydrated lime used in asphalt mixtures shall meet the requirements of ASTM
C977 and have a maximum of eight percent unhydrated oxides (as received basis). The method
of introducing and mixing the hydrated lime and aggregate shall be subject to approval by the
Engineer prior to beginning mixture production.
F3 Liquid Anti- Stripping Additive
When a liquid anti -strip additive is added to the asphalt binder, blending shall be
completed before the asphalt binder is mixed with the aggregate. Liquid anti -strip additives that
modify the asphalt binder, such that it fails to meet the Performance Grade (PG) requirements,
shall not be used. Liquid anti -strip may be added by the supplier at the refinery or by the
Contractor at the plant site. The company /supplier adding the additive shall be responsible for
testing the binder /additive blend to ensure compliance with the AASHTO M 320, Standard
Specification for Performance Graded Asphalt Binder. No paving will be allowed until the
asphalt binder /additive blend has been tested and the results meet the criteria in Section
2360.2G. The company /supplier adding the additive shall be responsible for testing the
binder /additive blend to ensure compliance with the AASHTO MP -1, Standard Specification for
Performance Graded Asphalt Binder. The testing shall be done in accordance with a MnDOT
approved Asphalt Binder QC Plan. Requirements for the Asphalt Binder QC Plan are on file in
the Bituminous Office.
The following requirements for HMA mixture and asphalt binder must also be
met when liquid anti -strip is added at the HMA plant site.
Mixture Requirements at Design:
26
F4
1) The Contractor must design the mixture with the same asphalt binder that will be
supplied to the plant site. (Both Laboratory Mixture Design (Option 1) and
Modified Mixture Design (Option 2)).
2) The Contractor must provide documentation with either design option that
includes Tensile Strength Ratio results with the liquid anti - strip dosed at the
optimal rate. Documentation must include verification the binder /additive blend
meets AASHTO M 320 at the optional dose rate.
Contractor Production Testing Requirements for Asphalt Binder/Liquid Anti -Strip
Blend:
1) The Contractor shall, on a daily basis, sample and test the asphalt binder /anti -strip
blend. Testing of the blend can be by viscosity, penetration, or dynamic shear
rheometer (DSR). When a polymer modified asphalt binder is specified, the
Contractor shall use the DRS as the daily QC test.
2) The Contractor shall, on a weekly basis, send the Engineer and MnDOT Chemical
Laboratory Director a weekly QC report summarizing the results of the daily
testing as required in number 1.
3) The Contractor shall, on a bi- weekly basis, test the binder /anti -strip blend to
ensure compliance with the AASHTO M 320, Standard Specification for
Performance Graded Asphalt Binder (minimum 1 /project). Test results shall be
sent to the Engineer and MnDOT Chemical Laboratory Director.
4) In addition to the sampling requirements listed above, the Contractor shall obtain
asphalt binder /anti -strip blend field verification samples according to 2360.4 E12.
Liquid
Anti -Strip Additive Metering System:
1)
The metering system shall include a liquid anti -strip flow meter in addition to an
anti -strip pump. The flow meter shall be connected to the liquid anti -strip to
measure and display only the anti -strip being fed to the asphalt binder.
2)
The meter readout shall be positioned for convenient observation.
3)
There shall be a means provided for comparing the flow meter readout with the
calculated output of the anti -strip pump. See number 7.
4)
The system shall display in units of liters [gallons] to the nearest liter [gallon] or
in units of metric tons [tons] to the nearest 0.001 metric ton [0.001 tons], the
accumulated anti -strip quantity being delivered to the mixer unit.
5)
The system shall be calibrated and adjusted to maintain an accuracy of + one
percent error.
6)
Calibration shall be required for each plant set -up prior to production of mixture.
7)
The Engineer may require, on a daily basis, the Contractor "stick" the anti -strip
tank at the end of the day's production to verify anti -strip usage quantities.
8)
The system shall provide for a convenience method for sampling the binder /anti-
strip after blending has occurred.
9)
Alternative blending and metering systems must be pre- approved by the Engineer.
Coating and Anti - Stripping Additive ............................. ............................... 3161
27
t
I G Asphalt Binder Material
F i ll
1
I
...........AASHTO MP -1
Asphalt binder material shall meet the requirements of PG asphalt binder testing
tolerances, sampling rates, testing procedures, and acceptance criteria based on the most current
MnDOT Technical Memorandum, titled "Inspection, Sampling, and Acceptance of Bituminous
Materials." The PG asphalt binder cannot be modified with air blowing procedures unless the
Department Bituminous Engineer approves it. The Contractor shall not use petroleum distillates
such as fuel oil, diesel fuel or other fuels in the asphalt tanks. A statement shall be provided by
the supplier for recommended laboratory mixing and compaction temperatures and field
maximum mixing and compaction temperatures.
G1 Asphalt Binder Selection Criteria for All Mixtures with RAP
New
Construction (l)
Specified PG Asphalt
Binder Grade
Virgin Asphalt Binder Grade to be used with
Overlay
y
Specified PG Asphalt
n
52 -34
Binder Grade
<_ 20% RAP
> 20% RAP
58 -28
58 -28
58 -28
64 -22
64 -22
64 -28
Not allowed *
Other PG Grades
No grade adjustment
No grade adjustment
New
Construction (l)
Specified PG Asphalt
Binder Grade
Virgin Asphalt Binder Grade to be used
with RAP
_< 20% RAP
> 20% RAP
52 -34
52 -34
Not allowed *
58 -28
58 -28
58 -28
58 -34
58 -34
Not allowed *
64 -28
64 -28
64 -28
64 -34
64 -34
Not allowed *
Other PG Grades
No grade adjustment
Not allowed *
When approved by the Engineer, the virgin asphalt binder grade can be selected by using
the blending chart procedure on file in the Bituminous Office. MnDOT may take
production samples for information /verification of compliance with a specified asphalt
binder grade.
(1) Includes cold in -place recycle, reclaiming, and reconstruction.
3.02 MIXTURE DESIGN
A Mixture Design General
The asphalt mix may be designed using one of the following two Contractor trial
mix design options. Review of mixture designs will be performed in the District Materials
28
i
Laboratory lab where the Project is located. The addition of aggregates and materials not
included in the original mixture submittal is prohibited.
It is the Contractor's responsibility to design a Marshall mixture in accordance
with the most current AASHTO T -245, the Asphalt Institute's Mix Design Methods for Asphalt
Concrete MS -2, and the MnDOT Laboratory Manual such that it meets the requirements of this
specification.
For Marshall design, the design air void content of the mixture is dependent on
the mixture type, regardless of the location in the pavement structure. Design air void content
for LV and MV mixtures is 3.0% and 3.5 %, respectively.
It is the Contractor's responsibility to design a gyratory mixture in accordance
with the most current AASHTO T -312, the Asphalt Institute's Superpave Mix Design Manual
SP -2 (2 -hour short term aging period is used for volumetric), and the MnDOT Laboratory
Manual such that it meets the requirements of this specification.
For gyratory design, the design air void content of the mixture at design shall be
4.0% at the design number of gyrations (Nd, for mixtures placed in the upper 100 mm [4
inches] of the finished surface. The design air void content of the mixture at design shall be
3.0% at the design number of gyrations (Nd for mixtures placed at depths more than 100 mm
[4 inches] from the surface and on all (wear and nonwear) shoulders that do not carry traffic. If
less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be considered
to be below 100 mm [4 inches] for mix design purposes.
Design Air Void Reauirement for Gvratory Mixtures
*If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be
considered to be below 100 mm [4 inches] for mix design purposes.
*
*Shoulders that do not carry traffic.
B Laboratory Mixture Design (Option 1)
Test results and documentation as described in Section 2360.3C shall be
submitted with the materials described below for consideration by the Department Bituminous
Engineer or District Materials Engineer to verify compliance with these specifications and to
issue a Mixture Design Report.
B1 Aggregate Sample
At least 15 working days prior to the start of asphalt production, the Contractor
shall submit to the Department Bituminous Engineer or the District Materials Engineer a 35 kg
[80 pound] sample of representative aggregate retained on the 4.75 mm sieve [ #4] and a 15 kg
f
29 1
SP Wear
SP Non -wear
SP Shoulder **
Location from
Surface
< 100 mm [4 inch]*
> 100 mm [4 inch]*
All Wear and
Non -Wear
Air Voids
4.0%
3.0%
3.0%
*If less than 25% of a layer is within 100 mm [4 inches] of the surface, the layer may be
considered to be below 100 mm [4 inches] for mix design purposes.
*
*Shoulders that do not carry traffic.
B Laboratory Mixture Design (Option 1)
Test results and documentation as described in Section 2360.3C shall be
submitted with the materials described below for consideration by the Department Bituminous
Engineer or District Materials Engineer to verify compliance with these specifications and to
issue a Mixture Design Report.
B1 Aggregate Sample
At least 15 working days prior to the start of asphalt production, the Contractor
shall submit to the Department Bituminous Engineer or the District Materials Engineer a 35 kg
[80 pound] sample of representative aggregate retained on the 4.75 mm sieve [ #4] and a 15 kg
f
29 1
P5 pound] sample of material passing the 4.75 mm sieve [ #4] for quality testing. The
Contractor shall provide 24 hour notice of intent to sample aggregates. These samples will be
tested for quality of each source, class, type, and size of virgin and non - asphaltic salvage
aggregate source used in the mix design. The Contractor shall retain a companion sample of
equal size until a Mixture Design Report is issued. Quality requirements are defined in Section
2360.2C.
Aggregates that require the magnesium sulfate soundness test shall be submitted
to the Department Bituminous Engineer or District Materials Engineer at least 30 calendar days
prior to the start of asphalt production. Dispute resolution procedures for aggregate qualities are
on file in the Bituminous Office.
B2 Mixture Sample
' At least 7 working days prior to the start of asphalt production, the Contractor
shall submit in writing a proposed Job Mix Formula (JMF) for each combination of aggregates to
the Department Bituminous Engineer or District Materials Engineer for review. A Level II
Quality Management mix designer must sign the proposed JMF. For each JMF submitted, the
Contractor shall include test data to demonstrate conformance to mixture properties as specified
' in Table's 2360.3 -B2b and 2360.3 -132c. The proposed JMF shall be submitted on forms
approved by the Department. In addition, the Contractor shall submit an uncompacted mixture
sample plus briquettes compacted at the optimum asphalt content and required compactive effort
conforming to the JMF for laboratory examination and evaluation. Mixture sample size and
number of compacted briquettes are as follows:
Table 2360.3 -132
MIXTURE SAMPLE REQUIREMENTS
Item
Gyratory Design
Marshall Design
Un- compacted Mixture Sample Size
30 Kg [75
p ounds]
18 Kg [40 pounds]
Number of compacted briquettes
—
1 2
3
B2a Mixture Aggregate Requirements
The aggregate fractions shall be sized, graded, and combined in such proportions
that the resulting mixture will meet the requirements listed in Section 2360.2 -E and Table
i 2360.3 -B2a shown below.
e
W
Table 2360.3 -B2a
MIXTURE AGGREGATE REQUIREMENTS
31
F
I �
u
1
J
Traffic
Traffic
Level 3 &
Traffic
Traffic
SMA
Aggregate Blend Property
Level 2&
MV
Level 4
Level 5
T. Level
LV
1-3
3 - 10
10-30
See SMA
20 year Design ESAL's
<1 million
million
million
million
Provisions
Coarse Aggregate Angularity
(ASTM D5821)
30/-
551-
85/80
95/90
-
(one face / two face), %- Wear
30/-
551-
60/-
80/75
(one face / two face),
%- NonWear
Fine Aggregate Angularity
(FAA)
(AASHTO T304, Method A)
40
42
44
45
-
%- Wear
40
40
40
40
%- Non -Wear
Flat and Elongated Particles,
10
10
10
max % by weight, (ASTM
-
(3:1 ratio)
(3:1
(3:1
-
D 4791)
ratio)
ratio)
Clay Content (AASHTO
-
-
45
45
-
T 176)
Total Spall in fraction retained
5.0
2.5
1.0
1.0
on the 4.75mm [ #4 ] sieve
Maximum Spall Content in
5.0
5.0
1.0
1.0
-
Total Sample
Maximum Percent Lumps in
fraction retained on the 4.75mm
0.5
0.5
0.5
0.5
-
#4 sieve
Class B Carbonate Restrictions
Maximum% - 4.75mm [44]
Final Lift/All other Lifts
100 /100
100 /100
80/80
1 50/80
-
Maximum% +4.75mm [ + #4]
Final Lift/All other Lifts
100 /100
100 /100
50 1100
0 /100
-
Gyratory
Max. allowable RAP
30/40
30/30
30/30
30/30
percentage
Wear / Non Wear
Marshall
Max. allowable RAP
30/40
30/30
p ercentage Wear / Non Wear
31
F
I �
u
1
J
' (1) For Marshall design, the Contractor may determine —4 crushing by either FAA of
uncompacted voids or calculation of crush from the composite blend. The choice must
be made prior to start of production. Manufactured crushed fines requirement is 25 %.
RAP sand will be considered 50% crushed if the angularity index equals or exceeds 40,
and 100% crushed if the angularity index equals or exceeds 45.
(2) Not applicable under Marshall design.
' B2b Mixture Requirements
Mixture evaluation will be based on the trial mix tests and the corresponding
requirements listed in Table 2360.3 -B2b and Table 2360.3 -132c.
32
Table 2360.3 -B2b
MIXTURE REQUIREMENTS
33
Traffic
Traffic
Traffic
Traffic
SMA
Level 2
Level 3
Level 4
Level 5
T. Level 6
1-3
3 - 10
10-30
See SMA
20 year Design ESAL's
< 1 million
million
million
million
Provisions
Gyratory Mixture
Requirements
Gyrations for Ninitial
6
7
8
8
-
G rations for Nde,i n
40
60
90
100
-
G rations for Nma,,i.
60
90
140
160
-
Air Voids, % -- Wear
4.0
4.0
4.0
4.0
-
Air Voids, % -- Non -Wear
3.0
3.0
3.0
3.0
% G n „ T , at Ni — Wear
-
<_ 91.5
< 90.5
<_ 90.0
% G. at Niaitial —
-
< 92.5
< 91.5
<_ 91.0
Non -Wear
% Gmm at N ,,;, Wear
< 98.0
<_ 98.0
<_ 98.0
<_ 98.0
-
% G. at Nm.imum
< 99.0
<_ 99.0
<_ 99.0
<_ 99.0
-
NonWear
Tensile Strength Ratio
75 (2)
75 (2)
80 (3)
80 (3)
-
min%
Fines/Effective Asphalt
0.6-1.2
0.6-1.2
0.6-1.2
0.6-1.2
-
VFA, % -- Wear
65-78
65-78
65-76
65-76
NonWear
70-83
70-83
70-82
70-82
Marshall Mixture
LV
MV
Requirements
Marshall Blows
50
50
-
-
-
Air Voids, %
3.0
3.5
-
-
-
Tensile Strength Ratio
70 (4)
70 (4)
(1) , min%
Stability, minimum N
5000
6000
[lb f]
[1125]
[1350]
Fines/Effective Asphalt
0.6-1.30
0.6-1.30
Wear
0.6 -1.40
0.6 -1.40
Non -Wear
33
(1) See Section 2360.4 E9. Use 150mm [6 inch] specimens for gyratory and 100mm [4
inch] specimens for Marshall design.
(2) MnDOT Min = 65, (3) MnDOT Min = 70, (4) MnDOT Min = 60
'
132c VMA Criteria
The voids in mineral aggregate (VMA) of the mixture at design and during
production shall meet the minimum criteria as shown in Table 2360.3 -132c at the specified
compaction level. VMA shall be calculated according to the procedures outlined in Asphalt
Institutes SP -2 or MS -2 manual. VMA is a design and acceptance /process control requirement.
1 Table 2360.3 -B2c
VOIDS IN MINERAL AGGREGATE (VMA) MIXTURE REQUIREMENTS
t
n
*Marshall designation.
* *For LV 4 and LV 5 mixes lower VMA requirements by 0.5%
B3
Tensile Strength Ratio Sample
Mixture or briquettes that represent the mixture at optimum asphalt content shall
be submitted at least 7 days prior to actual production for verification of moisture sensitivity
retained tensile strength ratio (TSR). Material submitted for TSR verification may be tested for
maximum specific gravity G compliance in addition to TSR results. Failure to meet the G,
tolerance will result in rejection of the submitted mix design. A new mix design submittal will
be required and will be subject to provisions described in Section 2360.3C. One of the following
options may be used to verify that the tensile strength ratio (TSR) meets the requirements in
Table 2360.3 -B2b.
Option A) The Contractor will batch material at the design proportions including
optimum asphalt. Immediately (before curing) split the sample and allow samples to cool to
room temperature. Submit 35 kg [77 pounds] of mixture to the District Materials Laboratory for
curing and test verification. Both groups will use a two (2) hour cure time (±15 minutes) at
144 ° C [290 ° F] and follow procedures in ASTM D 4867 -92, MnDOT modified as defined in the
MnDOT Laboratory Manual.
Option B) The Contractor batches, cures (as indicated in option A), compacts, and
submits briquettes and uncompacted mixture as specified below.
34
Fine Mixture
VMA
Coarse Mixture
VMA
Gradation
% Pass 2.36 mm
% Pass 2.36 mm [ #8]
Minimum
Minimum
A or 4*
> 47
15.0 **
<_ 47
14.5*
B or 3*
> 39
14.0
_< 39
13.5
C or 2*
> 35
13.0
5 35
12.5
5*
- - - --
15.0**
- - - --
- - - --
E
See SMA Provisions
*Marshall designation.
* *For LV 4 and LV 5 mixes lower VMA requirements by 0.5%
B3
Tensile Strength Ratio Sample
Mixture or briquettes that represent the mixture at optimum asphalt content shall
be submitted at least 7 days prior to actual production for verification of moisture sensitivity
retained tensile strength ratio (TSR). Material submitted for TSR verification may be tested for
maximum specific gravity G compliance in addition to TSR results. Failure to meet the G,
tolerance will result in rejection of the submitted mix design. A new mix design submittal will
be required and will be subject to provisions described in Section 2360.3C. One of the following
options may be used to verify that the tensile strength ratio (TSR) meets the requirements in
Table 2360.3 -B2b.
Option A) The Contractor will batch material at the design proportions including
optimum asphalt. Immediately (before curing) split the sample and allow samples to cool to
room temperature. Submit 35 kg [77 pounds] of mixture to the District Materials Laboratory for
curing and test verification. Both groups will use a two (2) hour cure time (±15 minutes) at
144 ° C [290 ° F] and follow procedures in ASTM D 4867 -92, MnDOT modified as defined in the
MnDOT Laboratory Manual.
Option B) The Contractor batches, cures (as indicated in option A), compacts, and
submits briquettes and uncompacted mixture as specified below.
34
Table 2360.3 -133
OPTION R MIXTI THE REOUIREMENTS
Item
Gyratory Design
Marshall Design
Un -compacted Mixture Sample Size
8,200 g
8,200 g
Number of compacted bri uettes
6
9
Compacted briquette air void content
1 6.5-7.5%
1 6.0-8.0%
150mm [6 inch] specimens for gyratory design
100mm [4 inch] specimens for Marshall design
B4
mixture.
Aggregate Specific Gravity ............ AASHTO T84 and T85, MnDOT Modified
The Contractor shall determine the specific gravity of all aggregate used in the
C Documentation
Each proposed JMF submitted for review under Section 2360.313 and 2360.31
shall include the following documentation and test results.
(1) The name(s) of the individual(s) responsible for the Quality Control of the
mixture during production.
(2) The low projects number on which the mixture will be used.
(3) The percentage in units of 1 percent (except the 0.075 mm sieve [ #200] in units of
0.1 percent) of aggregate passing each of the specified sieves for each aggregate
to be incorporated into the mixture. The gradation of aggregate from salvaged
asphaltic material shall be derived from the material after the residual asphalt has
been extracted.
(4) The source and description of the materials to be used. The aggregate pit or
quarry source number. The proportion of each material (in percent of total
aggregate).
(5) The composite gradation based on (3) and (4) above. Note: Include virgin
composite gradation based on (4) and (5) above for mixtures containing RAP.
(6) The bulk (dry) and apparent specific gravities and water absorption (by % weight
of dry aggregate) of both coarse and fine aggregate, for each product used in the
mixture (including RAP). Use AASHTO T -84 and T -85 MnDOT modified as
defined in the MnDOT Laboratory Manual. The tolerance allowed between the
Contractor's and the Department's specific gravities are G s b (individual) = 0.040
[ +4 AND -4] and G s b (combined) = 0.020.
(7) The composite gradation plotted on a FHWA 0.45 power chart. (Federal form
PR -1115)
(8) For mixtures containing RAP include extracted asphalt binder content of the RAP
with no retention factor included.
(9) The percentage (in units of 0.1 percent) and PG grade of asphalt binder material
to be added, based upon the total mass of the mixture.
(10) When using laboratory mixture design Option 1 (2360.313) or Option 2
(2360.3D), include the following:
35
1
k I
(a) A minimum of three different asphalt binder contents (minimum 0.4
percent between each point), with at least one point at, one above and one
below the optimum asphalt binder percentage.
(b) The maximum specific gravity at each asphalt binder content. The
theoretical maximum specific gravity used for percent air voids
determination shall be calculated based on the average of the effective
specific gravities measured by a minimum of two maximum specific
gravity tests at the asphalt contents above and below the expected
optimum asphalt binder content.
(c) The test results for the individual and average bulk specific gravity,
density, and heights, of at least two specimens at each asphalt binder
content. For Marshall design include the test results for the individual and
average bulk specific gravity, density, height, stability, and flow of at least
three specimens at each asphalt binder content.
(d) The percent air voids in the mixture at each asphalt binder content.
(e) The percent Voids in Mineral Aggregate (VMA) at each asphalt binder
content.
(f) The fines to Effective Asphalt (F /A) ratio calculated to the nearest 0.1
percent.
(g) TSR results at the optimum asphalt binder content.
(h) Graphs showing air voids, voids in the mineral aggregate, Gmb, Gmm and
unit weight vs. percent asphalt binder content for each of the three asphalt
binder contents submitted with trial mix.
(11) Optional Add- Rock/Add -Sand Provisions
If the Contractor chooses to use the add - material option to augment the submitted
JMF, the Contractor shall provide samples of the aggregate for quality analysis in
accordance with Section 2360.3B 1. The Contractor shall provide mix design data
for two additional design points per add - material. One point shall show a
proportional adjustment to the submitted JMF that includes 5 percent, by mass,
add - material at the JMF optimum asphalt percent. The second point shall show a
proportional adjustment to the submitted JMF that includes 10 percent, by mass,
add - material at the JMF optimum asphalt percent. The following information will
be reported for each of these two points:
(a) The maximum specific gravity (average of two tests).
(b) The test results for the individual and average bulk specific gravity,
density, and height of at least two specimens at the optimum asphalt
binder content. For Marshall design include the test results for the
individual and average bulk specific gravity, density, height, stability, and
flow of at least three specimens at the optimum asphalt binder content.
(c) The percent air voids in the mixture for each point.
(d) The Fines to Effective Asphalt ratio calculated to the nearest 0.1 of a
percent.
(e) Coarse and Fine Aggregate crushing counts
36
1
Up to two add - materials will be allowed per mix design submittal. Aggregate
quality and mix characteristics are required for each proposed add - material and
shall be submitted at the time of the original trial mix submittal. No mixture
sample or briquettes are required for these two additional points.
Additional Documentation For:
Gyratory Design
(G1)
The test results from the composite aggregate blend at the proposed JMF
proportions indicating compliance with Coarse Aggregate Angularity and
Fine Aggregate Angularity as shown in Table 2360.3 -B2a.
(G2)
The design traffic level and the initial, design, and maximum number of
gyrations Ninitial , Ndesign, and N max i rnum -
(G3)
The temperature ranges the mixture is intended to be discharged from the
plant and compacted at the roadway shall be provided by the asphalt
binder supplier. Temperatures to be included are, laboratory mixing and
compaction temperature ranges and maximum field mixing and
compaction temperatures.
(G4)
Evidence that the completed mixture will conform to all specified physical
,
requirements as follows:
Design air Voids (V ), VMA, VFA, TSR, F /A (Fines to effective asphalt
ratio), Densification %G, at Ninitial, Ndesign, and Nm.inmm.
(G5)
Labeled gyratory densification tables and curves, generated from the
gyratory compactor, for all points used in the mixture submittal.
Marshall Design
(M1)
The test results from the composite aggregate blend at the proposed JMF
proportions indicating compliance with fine aggregate angularity
uncompacted voids as shown in Table 2360.3 -B2a. Or calculated -4.75
mm [44] crushing from the composite blend of the proposed JMF.
'
Selection of either FAA or -4.75 mm [44] crushing shall be made at the
time of mix design submittal. This selection will dictate the choice of
method used for determination of compliance and acceptance for the
'
duration of time the Mixture Design Report is in force. RAP sand will be
considered 50% crushed if the angularity index equals or exceeds 40, and
100% crushed if the angularity index equals or exceeds 45.
D Modified Mixture Design (Option 2)
Test results and documentation as described in Section 2360.3C shall be
submitted to the Department Bituminous Engineer or the District Materials Engineer to verify
compliance with mix design requirements and issue a Mix Design Report. Mixture submittal is
not required. The Contractor may use this option if all of the following conditions are met:
37
a) The aggregates in the proposed Mix Design Report have been used, in part, in
other Mix Design Reports. Additionally, the aggregates must have been
' previously tested for and meet all applicable quality requirements in the current
construction season.
b) The Level Il mix designer submitting the mixture design must have a minimum of
2 years experience in mixture design.
C) The Contractor and his/her representatives cannot have violated the requirements
of 1512 Unacceptable and Unauthorized Work relating to mixture design or
mixture production within the last 12 month period.
DI IMF Submittal
At least 2 working days prior to the start of asphalt production, the Contractor
shall submit in writing a proposed Job Mix Formula (JMF) for each combination of aggregates to
the Department Bituminous Engineer or District Materials Engineer for review. A Level Il
Quality Management mix designer must sign this proposed JMF. For each JMF submitted, the
' Contractor shall include documentation as outlined in Section 2360.3C to demonstrate
conformance to mixture properties as specified in Table 2360.3 -B2b and 2360.3 -B2c. The
proposed JMF shall be submitted on forms approved by the Department.
D2 Initial Production Test Verification
' At the start of production, the testing frequency for the first 1,800 metric tons
[2,000 tons] of each mix type shall be as specified in Table 2360.4 -D.
All mixture placed on MnDOT projects shall meet the specified quality indicators
and required field density. Failure to do so will result in reduced payment or removal and
replacement with acceptable material.
i The Department shall take a mix verification sample within the first four samples
at the start of production of each mix type.
D3 Tensile Strength Ratio Sample
See Section 2360AE9
D4 Marshall Stability (Marshall Design Only)
On the first day of production, for each different mix design, at the same time the
verification sample is obtained, an additional sample shall be obtained for City evaluation of
Marshall stability. This sample may be tested at the discretion of the City Engineer. The
Contractor is not required to test stability on production mixture.
1 38
�II
�1
If the Marshall stability fails to meet the minimum requirements as listed in Table
2360.3 -132c, the Contractor shall stop production immediately. The Contractor will be required
to submit a revised mix design, with bituminous mixture at optimum asphalt content, to the City
Engineer. If the mixture meets the minimum stability requirement, production may be resumed.
If the stability fails the second time, the Mix Design Report will be revoked. The
Contractor will then be required to submit a new mix design according to Laboratory Mixture
Design 2360.313, Option 1. A new Mix Design Report will be issued upon successful
verification of the new mixture design submittal.
E Mixture Design Report
A Mixture Design Report consists of the JMF (Job Mix Formula). The JMF
includes composite gradation, aggregate component proportions, asphalt binder content of the
mixture, design air voids, Voids in Mineral Aggregate, and aggregate bulk specific gravity
values. JMF limits will be shown for gradation control sieves, percent asphalt binder content, air
voids, and VMA. Issuance of a Mixture Design Report confirms the mixture has been reviewed
for and meets volumetric properties only. No guaranty or warranty, either express or implied, is
made regarding placement and compaction of the mixture
i
A Department reviewed Mixture Design Report is required for all paving except
for small quantities of material provided under Section 2360.5H. All submitted materials must
meet aggregate and mixture design requirements before a Mixture Design Report is issued. The
Department will review two trial mix designs per mix type designated in the plan, per Contract at
no cost to the Contractor. Additional mix designs will be verified at a cost of $2000 per design,
payable to the Commissioner of Transportation.
,
For city, county, and other agency projects, the Contractor shall provide to the
City Engineer a complete project proposal including addenda, supplemental agreements, change
orders, and any plan sheets (including typical sections) that affect the mix design. The City will
not start the verification process without this information.
3.03 MIXTURE QUALITY MANAGEMENT (Quality Control/Quality Assurance)
i
A Quality Control (QC)
'
de and maintain a quality control program
The Contractor shall prove q ty ram for HMA p g
production. A quality control program is defined as all activities, including mix design, process
control inspection, sampling and testing, and necessary adjustments in the process that are
related to the production of a hot mix asphalt (HMA) pavement which meets the requirements of
the specifications.
Al Contractor Certified Plant HMA
Ala Certification Procedure I
39 1
L�
The Contractor shall:
(1) Complete application form and request for plant inspection.
(2) Provide a site map of stockpile locations.
(3) Pass .plant and testing facility inspection by having the Plant Inspector and
Bituminous Plant Authorized Agent complete and sign the Asphalt Plant
Inspection Report (TP 02142 -02, TP 02143 -02). By signing the Asphalt Plant
Inspection Report, the HMA plant authorized agent agrees to calibrate and
maintain all plant and laboratory equipment within allowable tolerances set forth
in these specifications and the MnDOT Bituminous Manual.
Alb Maintaining Certification
(4) Obtain a Mixture Design Report prior to production.
To maintain certification, the plant must produce, test, and document all certified
plant asphalt mixtures in accordance with the above requirements on a continuous basis.
Continuous basis means all asphalt mixtures supplied from a certified plant to any Department
project with 2360 asphalt mixtures must be sampled and tested in accordance with 2360
requirements and the Schedule of Materials Control.
The Contractor shall assure the plant certification procedure is performed
annually after winter suspension and before producing material for a Project. In addition, a
first -day sampling and testing frequency rate as stated in Table 2360.4 -D shall be followed.
The Contractor shall recertify a plant when it is moved to a new location or a
previously occupied location.
Ale Revocation of Plant Certification
The Department Construction Engineer may revoke certification of an asphalt
plant when requirements are not being met or records are falsified. The Department may revoke
the Technician Certification for the individual involved.
The Department Bituminous Engineer and Department Contract Administrator
will maintain a list of companies who have had their asphalt plant certification revoked.
B Quality Assurance (QA)
The Department will perform QA testing as part of the acceptance process. The
Engineer is responsible for QA testing, records, and acceptance. The Engineer will accomplish
the QA process by:
M
i
(1) Conducting Quality assurance and verification sampling and testing.
(2) Observing sampling and tests performed by the QC personnel.
(3) Taking additional samples at any time and any location during production.
(4) Monitoring the required QC summary sheets and control charts.
(5) Verifying calibration of laboratory testing equipment.
(6) Communicating MnDOT test results to the Contractor's QC personnel in a timely
manner.
(7) Ensuring Independent Assurance Sampling and testing requirements are met.
C Contractor's Quality Control
C1 Personnel Requirements t
Along with the proposed mix design data, the Contractor shall submit to the
Engineer an organizational chart listing the names and phone numbers of individuals and
alternates responsible for mix design, process control administration, and inspection. The
Contractor shall also post a current organizational chart and if required by the Engineer, post a
daily roster of individuals performing QC testing in the Contractor's test facility.
The Contractor's quality control organization or private testing firm shall have
Certified Technicians who have met the requirements on file with the Department's Technical
Certification program. Individuals performing process control testing must be certified as a
Level I Bituminous Quality Management (QM) Tester: Individuals performing mix design
calculations or mix design adjustments must be certified as Level II Bituminous QM Mix
Designer. The Contractor shall have a Certified Level II Bituminous QM Mix Designer
available to make any necessary process adjustments. The Contractor shall have a minimum of '
one person
per paving operation certified as a Level 1I Bituminous Street Inspector.
C2 Laboratory Requirements:
The Contractor shall furnish and maintain a laboratory at the plant site or other
site as approved by the Engineer. The laboratory shall be furnished with the necessary
equipment and supplies for performing Contractor quality control testing. The laboratory
equipment shall meet the requirements listed in Section 400 of the MnDOT Bituminous Manual
and these specifications, including having extraction capabilities. The laboratory shall be
calibrated and operational prior to the beginning of production. In addition to the requirements
listed above, the laboratory shall be equipped with a telephone for use by the Contractor or the
Engineer. A fax machine and copy machine shall be available for use by the Contractor or the
Engineer at the laboratory site. The laboratory shall also include a computer and printer. The
computer must be capable of running Microsoft Excel 97 or newer version. The printer must be
able to print control charts.
The Engineer shall be allowed to inspect measuring and testing devices to
confirm both calibration and condition. The Contractor shall calibrate and correlate all testing
equipment in accordance with the latest version of the MnDOT Bituminous Manual.
41 1
r�
D Sampling and Testing
The Contractor shall ensure that all QC samples are taken at random locations.
Random number generation and determination of random sample location shall be consistent
with the MnDOT Bituminous Manual Section 5 -693.7 Table A or Section 5 of ASTM D3665.
The Engineer may approve alternate methods of random number generation.
The tests for mixture properties shall be conducted on representative portions of
the mix, quartered from a larger sample of mixture taken from behind the paver, or when
' approved by the Engineer, an alternate sampling location. The procedure for truck box
sampling, an alternate sampling location, is on file in the Bituminous Office. When an alternate
sampling location is approved and used by the Contractor, the daily verification sample must still
be taken from behind the paver.
' The Contractor shall obtain a sample of at least 25 k 55 pounds]. This sample
p g[ le P ] p
may be either split in the field or transported to the test facility by a method to retain heat to
facilitate sample quartering procedures. The Contractor shall store and retain mixture bulk
samples and companion samples for the Department for a period of 7 working days. The
Contractor shall maintain these split samples in containers labeled with companion numbers.
' The Contractor shall perform QC sampling and testing according to the following schedule.
Determine the planned tonnage for each mixture to be produced during the
production day. Divide the planned production by 1000. Round the number to the next higher
whole number. This number will be the number of production tests required for that mixture.
Required production tests are listed in Table 2360.4 -E. Split the planned production into even
' increments and select sample locations as described above. If actual tonnage exceeds planned
tonnage additional tests may be required. During production, mixture volumetric property tests
will not be required when mix production is less than 270 metric tons [300 tons]. However,
production tests will be required when the accumulative tonnage on successive days exceeds 270
metric tons [300 tons].
' At the start of production, the testing frequency for the first 1800 metric tons
[2,000 tons] of each mix type shall be as follows:
n
42
Table 2360.4 -D
DI?OT)TTC'TTCIAT CTA -TTP TRCTTNC: RA TFC
Production Test
Testing Rates
Test Reference
Section
1 test per 450 metric tons [500 tons]
AASHTO T312,T166 MnDOT
2360.4E
Bulk Specific Gravity
modified
2
1 test per 450 metric tons [500 tons]
AASHTO T209 KOOT modified
2360.4E
Maximum Specific Gravity
3
1 test per 450 metric tons [500 tons]
AASHTO T269, T312
2360.4E
Air Voids (calculated)
4
1 test per 450 metric tons [500 tons]
Bit & Lab Manual
2360.4E
Asphalt Content
I
1 test per 450 metric tons [500 tons]
AIMS 2 & SP 2
2360.4E
VMA (Calculated)
5
1 test per 900 metric tons [1000 tons]
AASHTO TI & T27
2360.4E
Gradation
6
1 test per 900 metric tons [1000 tons]
ASTM D5821
2360.4E
Coarse Aggregate Angularity
7
Fine Angularity
1 test per 900 metric tons [1000 tons]
AASHTO T304, Method A
2360.4E
�jggregate
8
(1) Marshall design allows - 4.75mm [ - #4] manutactured crushed tines calculation per lvmvui
Bituminous Manual ,
E Production Tests
When more than one MnDOT approved test procedure is available, the Contractor
shall select, with the approval of the Engineer, one method at the beginning of the Project and
use that method for the entire Project. The Contractor and Engineer may agree to change test '
procedures during the construction of the Project.
43 1
L
Table 2360.4 -E
PRODUCTION SAMPLING AND TESTING RATES
Production Test
Sampling/Testing Rates
Test Reference
Section
Bulk Specific Gravity
Divide the planned production by 1000. Round the
AASHTO T312, T245 T166
2360AE2
number to the next higher whole number.
MnDOT mod
AASHTO T209 MnDOT
Maximum Specific
modified
2360AE3
Gravity
AASHTO T269, T312
Air Voids (calculated)
2360AE4
Bit &Lab Manual
Asphalt Content
2360.4E1
AIMS2 &SP2
VMA (Calculated)
2360AE5
1 gradation per 1,800 metric tons [2,000 tons], or
AASHTO TI l & T27
Gradation
portion thereof (minimum of one per day)
2360AE6
2 tests /day for a minimum of 2 days, then 1 per day if
ASTM D5821
Coarse Aggregate
CAA is met. If CAA >8% of requirement, 1 sample /day
2360AE7
Angularity
but test 1 /week.
Fine Aggregate
2 tests /day for a minimum of 2 days, then 1 per day if
AASHTO T304, Method A
Angularity (FAA)
FAA is met. If FAA >8% of requirement, 1 sample /day
2360AE8
but test 1 /week.
TSR
0 sample at 5,000 tons or by second day of production,
ASTM D4867 MnDOT
then sample at every 18,000 metric tons [20,000 tons]
modified
2360AE9
Aggregate Specific
1 per 9,000 metric tons [10,000 tons]
AASHTO T84 & T85,
2360.4E1
Gravity
MnDOT modified
0
Mixture Moisture
Daily unless exempted by Engineer
MnDOT 5- 693.950
2360.4E1
Content
I
I
Asphalt Binder
Sample I" load (each grade) then 1 per 1,000,000 liter
1
MnDOT 5- 693.920
2360.4E1
[250,000 gallon-sample size 1 quart.)
2
(1) Marshall design allows - 4.75mm [ - #4] manufactured crushed fines calculation per MnDOT
Bituminous Manual
E1 Asphalt Binder Content
(a) Spot Check (Virgin only) .................. ..........................MnDOT Bituminous Manual
(b) Incinerator Oven (1) ............................... MnDOT Laboratory Manual Method 1853
(c) Chemical Extraction ............... MnDOT Laboratory Manual Method 1851 or 1852
(d) Meter Method (Virgin only) ............. ..........................MnDOT Bituminous Manual
(1) Incinerator Oven may not be used when the percentage of Class B
material exceeds 50% within the composite blend, unless a correction
factor is determined by the Contractor and approved by the District
Materials Engineer.
E2 Marshall Bulk Specific Gravity, G.b (3 specimens) AASHTO T166,
MnDOT Modified, or
44
1
E2a Gyratory Bulk Specific Gravity, Gmb (2 specimens) ...... AASHTO T312, T166,
MnDOT Modified '
E3 Maximum Specific Gravity, G�,� .................AASHTO T209, MnDOT Modified
E4 Air Voids - Individual and Isolated (calculation) ........... AASHTO T269, T312 ,
Isolated air voids are calculated using the maximum mixture specific gravity and
the corresponding bulk specific gravity from a single test. Individual air voids are calculated
from the maximum specific gravity moving average and the bulk specific gravity from that
single test. '
For gyratory design, compaction shall be conducted to Nmaxim. and calculations
for %Gmm at Ninitial and Nde,ign shall be determined by applying the calculated correction factor as I
described in the Asphalt Institute SP 2 manual.
Production control for % Gmm at Ninitial and Nmaxim. shall not exceed the limit
shown in Table 2360.3 -B2b by more than 1.0 %. Mixture produced beyond these limits, as
measured by the moving average of four tests, may result in a cancellation of the Mix Design
Report. A new mix design and submittal that satisfies these specification criteria may be
required.
E5 Voids Mineral Aggregate (VMA) (calculation) ... Asphalt Institute MS -2, SP -2
E6 Gradation - Blended Aggregate ....... ............................... AASHTO T -11 & T -27
Testing to determine the blended aggregate gradation shall be determined every
,
1800 metric tons [2,000 tons], or portion thereof (minimum of one per day), on samples taken at
the same time as the required mixture sample for a given increment.
'
All gradations require a - 0.075 mm [4200] wash.
(a) Virgin Aggregate Mixtures - Drum or Screenless Plants
,
Belt Samples or extracted production samples.
(b) All Other Mixtures:
1. Hot Bins - Drybatch (Optional)
,
2. Incinerator Oven MnDOT Laboratory Manual Method 1853
(Optional) except samples that contain over 50% class B. (l)
3. Extraction MnDOT Laboratory Manual Method 1851 or 1852
,
(Optional)
(1) Incinerator Oven may not be used when the percentage of
Class B material exceeds 50% within the composite blend,
unless a correction factor is determined by the Contractor
and approved by the District Materials Engineer. '
45 1
E7 Coarse Aggregate Angularity .......................... ............................... ASTM D5821
CAA test results shall meet the minimum percent fractured faces as shown in
Table 2360.3 -132a. ASTM D -5821 shall be used to determine coarse aggregate angularity on the
' composite blend from aggregates used in production of hot mix asphalt. Mixtures that contain
virgin aggregates may be tested from composite belt samples. Mixtures that contain RAP must
be tested from extracted aggregates taken from standard production samples. The percentage of
' fractured faces of the composite aggregate blend less than 100% shall be tested at the following
rates:
' (1) Perform two tests per day for each mixture blend for a minimum of two days and
then one per day if the test samples meet CAA requirements.
(2) If CAA crushing test results exceed 8 percent of the requirement, take one sample
' per day and perform one test per week.
CAA results must be reported on the test summary sheet. Mixture placed and
' represented by results below the minimum requirement, as shown in Table 2360.3 -132a, will be
subject to reduced payment as outlined in Table 2360.4 -L3. Tonnage subjected to reduced
payment shall be calculated as the tons placed from the sample point of the failing test until the
sampling point when the test result is back within specifications.
E8 Fine Aggregate Angularity ................. ...........................ASTM C1252 Method A
FAA test results shall meet the minimum criteria shown in Table 2360.3 -132a.
ASTM C1252 Method A shall be used to determine fine aggregate angularity on the composite
' blend from aggregates used in production of HMA. Mixtures that contain virgin aggregates may
be tested from composite belt samples. Mixtures that contain RAP must be tested from extracted
aggregates taken from standard production samples. The percentage of uncompacted voids from
the composite aggregate blend shall be tested at the following rates.
(1) Perform two tests per day for each mixture blend for a minimum of two days and
then one per day if the test samples meet FAA requirements.
(2) If FAA test results exceed 5 percent of the requirement, take one sample per day
and perform one test per week.
' E8a - 4.75 mm [44] Manufactured Crushed Fines ................ (calculation) MnDOT
Bituminous Manual
I Under Marshall design, when the -4.75 mm . [44] crushing is calculated,
adjustments in target values from the composite blend must be made at the end of each day's
' paving. If the target quantity (percent of -4.75 mm [ - #4] to be crushed) changes due to mixture
proportion or composite gradation change, a new target shall be established for the next day's
paving.
I E9 Field Tensile Strength Ratio (TSR) ................ASTM D4867 MnDOT Modified
46
A TSR sample shall be obtained within the first 4,500 metric tons [5,000 tons] of
HMA produced or by the second day of production, whichever comes first, to verify tensile
strength ratio (TSR). These samples may be tested at the discretion of the District Materials
Engineer. If the Materials Engineer requires the samples to be tested, both the Contractor and
the Department will be required to test these samples within 72 hours after it is sampled. Sample
size shall be 50 kg [110 pound] minimum and split in half to provide a sample for the
Department and the Contractor. The Department companion of this split shall be labeled with
the date, time, Project number and approximate cumulative tonnage to date. The Department
companion shall be given to the Department Street Inspector or Plant Monitor immediately or
delivered to the District Materials Engineer within 24 hours of sampling, as specified by the
Engineer. Mixture samples shall be taken from behind the paver unless the Engineer approves
an alternate sampling location. Specimen size shall be 100 mm [4 inch] for Marshall mix design
and 150 mm [6 inch] for gyratory design The Contractor may test the sample at a permanent lab
site or a field lab site.
Additional HMA mixture samples for TSR evaluation shall be sampled at a rate
of 1 per 18,000 metric tons [20,000 tons] increments for all mixtures produced on the Project.
These samples may be tested at the discretion of the District Materials Engineer. If the Materials
Engineer requires the samples to be tested, both the Contractor and the Department will be
required to test these samples.
Minimum acceptable TSR values for design and production are shown in Table
2360.4 -E9. The Contractor shall stop production immediately if minimum TSR requirements are
not met. The Contractor will not be allowed to resume production until anti -strip has been added
to the asphalt binder. Determination of who is responsible for the cost of the anti -strip is
outlined in Tables 2360.4E9A, 2360AE913, and 2360.4E9C. When MnDOT is responsible for
the cost of the anti - strip, payment will be made only for the cost of the anti -strip for mixtures
placed on that project. MnDOT will not reimburse the Contractor for any delay costs associated
with making changes related to this testing.
Table 2360.4 -E9
Mixture Type- - Minimum TSR
LV and MV
Gyratory 3ffic Level
Traffic Level 4 -5
2
Contracto
MnDOT
Contractor
MnDOT
Contractor
MnDOT
r
70%
60%
75%
65%
80%
70%
Table 2360.4 -E9A
LV and MV Contractor
Mixtures >70 <70
MnDOT >60 NA MnDOT
<60 Contractor Contractor
L
�J
1
1
47
Table 2360.4 -E9C
Gyratory Level Contractor
4 -5 -- T 80 - 7 <80
' MnDOT >70 NA MnDOT
<70 1 Contractor I Contractor
' Another sample shall be taken and tested within the first 450 metric tons [500
tons] after production resumes. If the re -test fails to meet the minimum specified value the
Contractor shall stop production immediately. Production cannot resume until the Contractor
has discussed, with the Engineer, a proposal for resolving the problem. The Contractor shall not
operate below the specified minimum TSR on a continuing basis. A continuing basis shall be
defined as 2 or more successive tests failing the TSR requirements.
The following conditions will automatically require a sample to be taken and
tested:
1. A proportion change of more than 10 percent (from the currently produced
mixture) for a single stockpile aggregate.
' 2. The discretion of the Engineer.
Dispute resolution procedures for TSR are on file in the Bituminous Office.
' E10 Aggregate Specific Gravity (Gsb).. AASHTO T84 and T85, MnDOT modified
Samples of all aggregate stockpiles shall be collected on each aggregate used in
' the production mixture, at a rate of one sample per 9,000 metric tons [10,000 tons] mixture
produced. These samples shall be taken at random as directed by the Engineer. These
representative stockpile samples shall be 40 kg [90 pounds] of each aggregate component. Each
' sample shall be split in half to provide a sample for the Department and the Contractor. The
Department companion shall be labeled with date, time, Project number and approximate
cumulative tonnage to date.
' The Department companion shall be given to the Department Street Inspector or
Plant Monitor immediately or delivered to the District Materials Engineer within 48 hours of
' sampling, as specified by the Engineer. These samples may be tested. Tested samples will be
compared to the Contractor's values on the Mix Design Report. If the results deviate beyond the
tolerance specified in Table 2360.4 -M, the dispute resolution procedure on file in the Bituminous
' Office will be utilized. Any mixture placed following notification of new specific gravity values
will be based upon Department results unless proven incorrect. The Contractor shall be notified
1 48
Table 2360.4 -E9B
Gyratory Contractor
Level 2-3 > 75 <75
MnDO > 65 NA MnDOT
'
T <65 1 Contractor Contractor
Table 2360.4 -E9C
Gyratory Level Contractor
4 -5 -- T 80 - 7 <80
' MnDOT >70 NA MnDOT
<70 1 Contractor I Contractor
' Another sample shall be taken and tested within the first 450 metric tons [500
tons] after production resumes. If the re -test fails to meet the minimum specified value the
Contractor shall stop production immediately. Production cannot resume until the Contractor
has discussed, with the Engineer, a proposal for resolving the problem. The Contractor shall not
operate below the specified minimum TSR on a continuing basis. A continuing basis shall be
defined as 2 or more successive tests failing the TSR requirements.
The following conditions will automatically require a sample to be taken and
tested:
1. A proportion change of more than 10 percent (from the currently produced
mixture) for a single stockpile aggregate.
' 2. The discretion of the Engineer.
Dispute resolution procedures for TSR are on file in the Bituminous Office.
' E10 Aggregate Specific Gravity (Gsb).. AASHTO T84 and T85, MnDOT modified
Samples of all aggregate stockpiles shall be collected on each aggregate used in
' the production mixture, at a rate of one sample per 9,000 metric tons [10,000 tons] mixture
produced. These samples shall be taken at random as directed by the Engineer. These
representative stockpile samples shall be 40 kg [90 pounds] of each aggregate component. Each
' sample shall be split in half to provide a sample for the Department and the Contractor. The
Department companion shall be labeled with date, time, Project number and approximate
cumulative tonnage to date.
' The Department companion shall be given to the Department Street Inspector or
Plant Monitor immediately or delivered to the District Materials Engineer within 48 hours of
' sampling, as specified by the Engineer. These samples may be tested. Tested samples will be
compared to the Contractor's values on the Mix Design Report. If the results deviate beyond the
tolerance specified in Table 2360.4 -M, the dispute resolution procedure on file in the Bituminous
' Office will be utilized. Any mixture placed following notification of new specific gravity values
will be based upon Department results unless proven incorrect. The Contractor shall be notified
1 48
when new specific gravity values become available and what impact this will have on the
calculated VMA. '
EllMoisture Content ........................................... ..........................MnDOT 5- 693.950
Provide a mixture with a moisture content not greater than 0.3 percent. The
moisture content in the mixture shall be measured behind the paver or alternate approved
sampling method on file in the Bituminous Office. Sampling and testing shall be conducted by
the Contractor on a daily basis unless exempted by the Engineer. Sampling and testing is
suggested when rain on stockpiles exceed more than 5 mm [0.2 inch] in a 24 hour period. The
sample shall be stored in an airtight container. Microwave testing is prohibited.
HMA that exceeds 0.3% moisture content is unacceptable. The Contractor shall
take appropriate action to remove excess water from the mixture. This action may include ,
reducing the production rate, mixing stockpile aggregates prior to placement into the feed bins,
and use of covered stockpiles.
E12 Asphalt Binder Samples
The Contractor shall sample the first shipment of each type of asphalt binder, then
sample at a rate of one per 1,000,000 liters [250,000 gallons]; sample size shall be 1.01, [1
quart]. All samples shall be taken in accordance with the MnDOT Bituminous Manual
5- 693.920. Sampling shall be conducted by Contractor and monitored by the Inspector.
Promptly submit the sample to the Department Materials Laboratory in Maplewood. The
Contractor shall record sample information on Asphalt Sample Identification Card.
F Documentation (Records)
,
The Contractor shall maintain documentation, including test summary sheets and
control charts, on an ongoing basis. The Contractor shall also maintain a file of gyratory
,
specimen heights for all gyratory compacted samples and test worksheets. Reports, records, and
diaries developed during the progress of construction activities for the Project, shall be filed as
directed by the Engineer and will become the property of the Department. The Contractor shall:
,
(1) Number test results in accordance with standard Department procedures and
record on forms approved/supplied by the Department.
,
(2) Facsimile all production test results on test summary sheets to the District
Materials Laboratory and to other sites as requested by the Engineer, by 11 AM
,
of the day following production.
(2a) Include the following production test results and mixture information on the
,
Department approved test summary sheet.
i
49 1
' (4) Provide a daily plant diary to include a description of QC actions taken
(adjustment of cold feed percentages, changes in JMFs, etc.) include all changes
or adjustments on the test summary sheets.
' (5) Provide weekly truck scale spot checks.
' (6) Provide a Department approved accounting system for all mixes and provide a
daily and final Project summary of material quantities and types.
' (6a) Provide a final hardcopy summary of all quality control test summary sheets and
control charts at completion of bituminous operations on the Project to the
Engineer. Because Certified Plant test data often represents test data for multiple
' projects, it may be necessary to make duplicate copies of the data for each project.
The Contract shall also submit a diskette of the quality control summary sheets,
control charts and density worksheets to the Bituminous Engineer.
(7) Furnish an automated weigh scale and computer generated weigh ticket. The
ticket shall indicate project number, mix designation (including binder grade),
1.
2.
Percent passing on sieves listed in Table 2360.2 -E
Coarse and fine aggregate crushing.
3.
Maximum specific gravity (G,,.).
(8) Charts and records for a mixture produced at one plant site shall be continued
4.
Bulk specific gravity (Gmb)-
' 50
5.
Percent asphalt binder content (Pb).
6.
Calculated production air voids (V Gyratory design shall also include
%G. at Ninitiat , %G. at Ndesign , and % G at Nmaxi n m
7.
Calculated voids in mineral aggregate (VMA).
8.
Composite aggregate specific gravity (G reflecting current proportions.
9.
Aggregate proportions in use at the time of sampling.
10.
Tons where sampled.
11
Cumulative tons.
11 a.
Tons Represented by Test.
'
12.
Fines to effective asphalt ratio (F /A
13.
Signature Line for MnDOT and Contractor Representative.
14.
Mixture Moisture Content.
'
15.
MnDOT verification sample test result.
(2b) Submit
copies of all failing test results to the Engineer on a daily basis.
'
(3) Provide the Engineer with asphalt manifests of BOL's on a daily basis.
' (4) Provide a daily plant diary to include a description of QC actions taken
(adjustment of cold feed percentages, changes in JMFs, etc.) include all changes
or adjustments on the test summary sheets.
' (5) Provide weekly truck scale spot checks.
' (6) Provide a Department approved accounting system for all mixes and provide a
daily and final Project summary of material quantities and types.
' (6a) Provide a final hardcopy summary of all quality control test summary sheets and
control charts at completion of bituminous operations on the Project to the
Engineer. Because Certified Plant test data often represents test data for multiple
' projects, it may be necessary to make duplicate copies of the data for each project.
The Contract shall also submit a diskette of the quality control summary sheets,
control charts and density worksheets to the Bituminous Engineer.
(7) Furnish an automated weigh scale and computer generated weigh ticket. The
ticket shall indicate project number, mix designation (including binder grade),
'
Mixture Design Report#, truck identification and tare, net mass, date and time of
loading. Any deviations from the minimum information to be provided on the
computer generated weigh ticket must be approved by the Engineer in writing.
(8) Charts and records for a mixture produced at one plant site shall be continued
from contract to contract.
' 50
G Documentation (Control Charts) '
The following data shall be recorded on the standardized control charts, all
control charts and summary sheets shall be computer generated using software approved by the '
Engineer. Software is available from the MnDOT Bituminous Office at
vv-ww.mrr.dot.state.nm.us/pavement/bituminous/bituminous.asp.
(1) Blended aggregate gradation, include sieves shown in Table 2360.2 -E for
specified mixture.
(2) Percent asphalt binder content A)
(3) Maximum specific gravity (G,,.)
(4) Production air voids (V
(5) VMA ,
Individual test results shall be plotted for each test point. A solid line shall
connect individual points. The moving average for each test variable shall be plotted starting ,
with the fourth test. A dashed line shall connect the moving average points. The Department's
quality assurance and verification test results shall be plotted with asterisks. Specification JMF
limits shall be indicated on the control charts using a dotted line. The Engineer may waive the '
plotting of control charts.
H JMF Limits '
The production air voids and VMA are based upon the minimum specified
requirements as shown in Tables 2360.3 -132b and 2360.3132c. Gradations and asphalt binder ,
content limits are based upon the current Department reviewed Mixture Design Report.
Gradation control sieves include each sieve shown in Table 2360.2 -E. The mixture production
targets are listed on the Mixture Design Report. JMF limits are the target plus or minus the '
limits shown in Table 2360.4 -H. JMF limits are used as the criteria for acceptance of materials
based on the moving average. A moving average is the average of the last four test results.
51
F-
L
FI
I I
Table 2360.4 -H
.T1VIF Limits (N =4)
Item
JMF Limits
VMA, %
-0.3
Production Air Voids, %
f 1.0
Asphalt Binder Content, %
-0.4
Sieve - % Passing*
25, 19, 12.5, 9.5, 4.75 mm [1 inch, 3/4 inch, 1/2 inch,
3/8 inch, #41
7
2.36 mm #8
f 6
0.075 mm #200
f 2.0 :J
*JMF limits are not allowed outside the broadband requirements in Table 2360.2 -E.
JMF Bands
' JMF Bands are defined as the area between the target, as identified on the
Mixture Design Report, and the JMF limits.
' J JMF Adjustment
The Contractor shall begin mixture production with the materials (gradation,
' asphalt content, and aggregate proportions) closely conforming to the reviewed Mixture Design
Report. Closely conforming shall be defined as aggregate proportions within 5 percent of the
design proportions and other mixture parameters within the JMF limits in Table 2360.4 -H. This
' requirement may be waived if the Contractor provides the District Materials Laboratory with
prior documented production data showing how production affects the mixture properties or if
the Contractor provides the District Materials Laboratory with a written justification or
' explanation of material changes since the original mixture submittal.
If, during production, the Contractor determines from results of QC tests that
adjustments to the mix design are necessary to achieve the specified properties, the following
provisions shall apply.
The Contractor may make a request for a JMF adjustment to the Department
' Bituminous Engineer or District Materials Engineer. The requested change will be reviewed for
the Department by a Certified Level II Bituminous QM Mix Designer. If the request meets the
design requirements in Tables 2360.3 -132a and 2360.3 -132b, a revised Mixture Design Report
' shall be issued. Each trial mixture design submittal as described in Section 23603A may have
three JMF adjustments per mixture per project without charge. Additional JMF adjustments
requested must be accompanied with a $500 fee per each additional JMF adjustment, payable to
the Commissioner of Transportation.
If a JMF change is requested for the 0.075 mm [ #200] sieve, the Fines to
I Effective Asphalt Ratio shall be determined on the moving average from the previous four
gradation tests conducted during actual production. The adjusted JMF shall be within the
52
mixture specification gradation design broadbands shown in Section 2360.2E. Should a redesign
of the mixture become necessary, a new JMF shall be submitted. The JMF asphalt content may '
only be reduced if the production VMA meets or exceeds the minimum VMA requirement for
the mixture being produced.
Adjustments will be made as a result of an interactive process between the
Contractor, Engineer, and District Materials Engineer. Consecutive requests for JMF
adjustments, without production data, are not allowed. The calculation of the moving average '
shall continue after the JMF has been approved.
J1 JMF Adjustment for Proportion Change > 10%
'
If a JMF adjustment is requested for a proportion change exceeding 10% (from
the currently produced mixture) for a single stockpile aggregate, supporting production test data
from a minimum of four tests run at an accelerated testing rate of 1 test per 450 metric tons [500
tons] must be included with the request for adjustment. In addition to the requirements listed
above, acceptable verification and approval of the requested JMF will be based on individual and
,
moving average test results. Individual test results must be within twice the requested JMF
limits for percent asphalt binder, production air voids, and VMA. Individual gradation must be
within twice the requested JMF bands. The moving average values must be within the control
limits of Table 2360.4 -H. The calculation of the moving average shall continue after the change
'
in proportions.
If the mixture meets the specified quality indicators, the request for JMF
'
adjustment will be signed by the District Materials Laboratory and considered effective from the
point the proportion change was made. Failure to meet the quality indicators will result in
reduced payment or removal and replacement with acceptable material. Consecutive requests for
'
JMF adjustments without production data are not allowed.
K Corrective Action -- Percent Asphalt Binder Content, VMA, and Gradation
'
and Production Air Voids
When the moving average values trend toward the JMF limits, the Contractor
shall take corrective action. The corrective action taken shall be documented on summary sheets
and, if applicable, a request for JMF adjustment shall be submitted to the District Materials
Engineer for review and approval. All tests shall be part of the project files and shall be included
'
in the moving average calculations. The Contractor shall notify the Engineer whenever the
moving average values exceed the JMF limits.
'
L Failin g Materials
The determination of price adjustments for failing materials will be based on the
criteria outlined in this Section. Material acceptance is based on individual and moving average
test results. Isolated test results are used for acceptance of air voids at the start of mixture
production. Generally, individual test results which are more than twice the JMF bands are
53
considered failing. Moving average test results are considered failing when they exceed the JMF
limits.
If the moving average values exceed the JMF limits, the Contractor shall stop
production and make adjustments. The Contractor shall restart production only after notifying
the Engineer of the adjustments that have been made. Testing shall resume at the accelerated
rates and for the tests listed in Table 2360.4 -D for the next 1800 metric tons [2,000 tons] of
' mixture produced. The calculation of the moving average shall continue after the stop in
production.
' Mixture produced where the moving average of four exceeds the JMF limits shall
be considered unsatisfactory and subject to requirements of Section 2360AL2, L2a, L2b, and
L2c. Individual test failures are discussed in Section 2360.4L1, Lla, and Llb.
When the total production of a mixture type for the entire project requires less
than four tests, a moving average will be established based on the tests taken. Acceptance of
' material will be consistent with the criteria outlined in Section 2360.41, and will be based on the
following modifications to the JMF limits: For two tests, establish the new JMF limits by
multiplying the JMF limits listed in Table 2360.4 -H by 1.41; for three tests, establish the new
' JMF limits by multiplying the JMF limits listed in Table 2360.4 -H by 1.15. For moving average
gradation, the modified JMF limit cannot exceed the broadband requirements in Table 2360.2 -E.
When the Contractor's testing data fails to meet specified tolerances as listed in
Table 2360.4 -M, quality assurance /verification data shall be used in place of the Contractor's
data to determine the appropriate payment factor.
' L1 Isolated Failures at Mixture Start -Up — Production Air Voids
At the start-up of mixture production, before a moving average of four can be
established the first three (3) isolated test results for production air voids will be used for
acceptance. Isolated production air voids are calculated by using the maximum mixture specific
' gravity and the corresponding bulk specific gravity from that single test. After four (4) samples
have been tested and a moving average of four can be established, acceptance will be based on
individual and moving average production air voids.
' If, at the start of production, any of the first three (3) isolated test results for
production air voids exceeds twice the JMF bands from the target listed on the Mixture Design
' Report, the material is considered unsatisfactory or unacceptable. Reduced payment as outlined
in Table 2360.4 -L3 shall apply to all tonnage placed from the sample point of the failing test
until the sample point when the isolated test result is back within twice the JMF bands. When
' the failure occurs at the first test, after the start of production, the tonnage subjected to reduce
payment shall be calculated as described above and shall include the tonnage from the start of
production.
When isolated air voids are less than 1.0% or greater than 7.0% the Engineer will
decide whether the mixture is subject to removal and replacement or reduced payment. If the
54
C
mixture is to be removed and replaced, the Contractor at his/her expense will perform the work.
To better define the area to be removed and replaced the Engineer may require the Contractor to
test in -place mixture. This may include testing mixture placed prior to the failing test result.
Reduced payment will be 50 percent of the Contract bid price.
L2 Individual Failure at Mixture Start -Up — VMA
At the start-up of mixture production, before a moving average of four can be
established, the first three (3) individual test results for VMA will be used for acceptance. After
4 samples have been tested and a moving average of four can be established, acceptance will be
based on individual and moving average VMA.
If, at the start of production, any of the first three (3) individual VMA test results
exceeds twice the JMF bands from the target listed on the Mixture Design Report, the material is
considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4 -L3
shall apply to all tonnage placed from the sample point of the failing test until the sample point
when the test results are back within twice the JMF limits. When the failure occurs at the first
test, after the start of production, the tonnage subjected to reduce payment shall be calculated as
described above and shall include the tonnage from the start of production.
1
L3 Individual Failure - Gradation, Percent Asphalt Binder, Production Air '
Voids, and VMA
Table 2360.4- L3
REDUCED PAYMENT SCHEDULE FOR INDIVIDUAL TEST RESULTS
Item
Pay Factor
Gradation
95%
Coarse and Fine Aggregate Crushin
90%
VMA
85%
Asphalt Binder Content
85%
Production Air Voids (individual and
isolated (3)
70%
(1) Lowest Pay Factor applies when there are multiple reductions on a single test.
(2) Individual air voids are calculated using the moving average maximum specific
gravity and the bulk specific gravity from that single test.
(3) Isolated air voids are calculated from the maximum specific gravity and the bulk
specific gravity from that single test. Isolated void test results are used for
acceptance only for the first 3 tests after mixture production start-up.
If the individual gradation test exceeds twice the JMF bands from the target listed
on the Mixture Design Report the material is considered unsatisfactory or unacceptable.
Reduced payment as outlined in Table 2360.4 -L3 shall apply to all tonnage represented by the
individual test.
55
' If the individual tests for percent asphalt binder content, production air voids, or
VMA exceeds twice the JMF bands from the target listed on the Mix Design Report the material
' is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4 -L3
shall apply to all tonnage placed from the sample point of the failing test until the sample point
when the test result is back within twice the JMF limits. When the failure occurs at the first test
after the start of daily production, tonnage subjected to reduced payment shall be calculated as
' described above and shall include the tonnage from the start of production.
When individual air voids are less than 1.0% or greater than 7.0% the Engineer
' will decide whether the mixture is subject to removal and replacement or reduced payment. If
the mixture is to be removed and replaced, the Contractor at his/her expense will perform the
work. To better define the area to be removed and replaced the Engineer may require the
' Contractor to test in -place mixture. This may include testing mixture placed prior to the failing
test result. Reduced payment will be 50 percent of the Contract bid price.
I L4 Moving Average Failure at Mixture Start -Up - Production Air Voids
When a moving average failure occurs within any of the first 3 moving average
results after mixture start-up (tests 4, 5, 6), the mixture will be considered acceptable if the
individual air void, corresponding to the moving average failure is within the JMF limits. If the
individual air void is not within the JMF limit, the mixture will be considered unacceptable and
' the Engineer will decide whether the mixture is subject to removal and replacement or reduced
payment. The Engineer may waive the penalty if the isolated air void corresponding to the
individual air void is within the JMF limit. If the mixture is to be removed and replaced, the
' Contractor at his/her expense will perform the work. Reduced payment will be 50 percent of the
Contract bid price. Tonnage subjected to replacement or reduced payment shall be calculated as
the tons placed from the sample point of the failing moving average result and corresponding
individual air void beyond the JMF limit to the sampling point when the individual test result is
back within the JMF limit.
' L5 Moving Average Failure at Mixture Start -Up - VMA
When a moving average failure occurs within any of the first 3 moving average
' results after mixture start-up (tests 4, 5, 6), the mixture will be considered acceptable if the
individual VMA, corresponding to the moving average failure is within the JMF limits. If the
individual VMA is not within the JMF limit, the mixture will be considered unacceptable and the
' Engineer will decide whether the mixture is subject to removal and replacement or reduced
payment. If the mixture is to be removed and replaced, the Contractor at his/her expense will
perform the work. Reduced payment will be 75 percent of the Contract bid price. Tonnage
subjected to replacement or reduced payment shall be calculated as the tons placed from the
sample point of the failing moving average result and corresponding individual VMA beyond the
JMF limit to the sampling point when the individual test result is back within the JMF limit.
' L6 Moving Average Failure - Production Air Voids
56
A moving average production air void failure occurs when the individual
production air void moving average of four exceeds the JMF limit. This mixture is considered
unacceptable and the Engineer will decide whether the mixture is subject to removal and
replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at
his/her expense will perform the work. Reduced payment will be 50 percent of the Contract bid
price. Tonnage subjected to replacement or reduced payment shall be calculated as the tons
placed from the sample point of all individual test results beyond the JMF limits which
contributed to the moving average value that exceeded the JMF limit to the sampling point when
the individual test result is back within the JMF limits.
Table 2360.4 -L6
REDUCED PAYMENT SCHEDULE FOR MOVING AVERAGE TEST RESULTS
Item
Pay Factor
Gradation
75%
Coarse and Fine Aggregate Crushin
See Individual Failure
VMA
75%
Asphalt Binder Content
75%
Production Air Voids
50%
(1) Lowest Pay Factor applies when there are multiple reductions on a single test.
(2) See criteria for mixture production start-up.
(3) Excluding the 0.075 mm [ #200] sieve, use 95% pay factor if failure is within
aggregate gradation broadband, Table 2360.2 -E.
L7
Moving Average Failure - Percent Asphalt Binder Content, VMA, and
Gradation
For mixture properties including asphalt binder content, VMA, and gradation,
where the moving average of four exceeds the JMF limits, the mixture is considered
unacceptable and the Engineer will decide whether the mixture is subject to removal and
replacement or reduced payment. If the mixture is to be removed and replaced, the Contractor at
his/her expense will perform the work. Reduced payment will be 75 percent of the Contract bid
price. Tonnage subjected to replacement or reduced payment shall be calculated as the tons
placed from the sample point of all individual test results beyond the JMF limits which
contributed to the moving average value that exceeded the JMF limit, to the sampling point when
the individual test result is back within the JMF limits. When the failure occurs at the first test
after the start of daily production, tonnage subjected to reduced payment shall include the
tonnage from the start of production that day.
L8 Coarse and Fine Aggregate Crushing Failure
If any test result for Coarse Aggregate Angularity, Fine Aggregate Angularity or
- 4.75mm [- #4] calculated crushing fail to meet minimum requirements in Table 2360.3 -132a, all
material placed is subject to reduced payment as outlined in Table 2360.4 -L3. Tonnage
0
57 1
subjected to reduced payment shall be calculated as the tons placed from the sample point of the
failing test until the sampling point when the test result is back within specifications. When the
failure occurs at the first test after the start of daily production, tonnage subjected to reduced
payment shall include the tonnage from the start of production that day.
M Quality Assurance
The Engineer will periodically witness the sampling and testing being performed
by the Contractor. If the Engineer observes that the sampling and quality control tests are not
being performed in accordance with the applicable test procedures, the Engineer may stop
production until corrective action is taken. The Engineer will notify the Contractor of observed
deficiencies promptly, both verbally and in writing.
The Engineer may obtain additional samples, at any time, to determine quality
levels. These additional samples or verification samples are described in Section 2360.4N. For
mixture, the Contractor shall test their portion immediately.
■: All testing and data analysis shall be performed by the Certified Level I
Bituminous Quality Management (QM) Technician. Certification shall be in accordance with
the MnDOT Technical Certification Program. The Department shall post a chart giving the
names and telephone numbers for the personnel responsible for the Quality assurance program.
The Engineer shall calibrate and correlate all laboratory testing equipment in
accordance with the latest version of the MnDOT Bituminous Manual.
1
1
58
Table 2360.4 -M
ALLOWABLE DIFFERENCES (TOLERANCES) BETWEEN CONTRACTOR AND MNDOT
TF.CT RF.RTTi.TR*
Item
Allowable Difference
Mixture Bulk Specific Gravity (G m b)
0.030
Mixture Maximum Specific Gravity (G,„ )
0.019
VMA (Calculated)
1.2
Fine Aggregate An ulari , uncom acted voids (U ) %
1
Coarse Aggregate An ulari , % fractured faces %P
15
Aggregate Individual Bulk Specific Gravity ( +4.75mm
[+ #4])
0.040
Aggregate Individual Bulk Specific Gravity (- 4.75mm
[- #4]
0.040
Aggregate combined blend Specific Gravity G s b)
0.020
Tensile Strength Ratio (TSR) %
See Table 2360.3 -132b
Asphalt Binder Content
Meter Method, %
0.2
Spot Check Method, %
0.2
Chemical Extraction Methods, %
0.4
Incinerator Oven, %
0.3
Chemical vs. Meter, Spot Check, or Incinerator
methods
0.4
Incinerator Oven vs. Spot Check
0.4
Gradation Sieve % passing
25.0, 19.0, 12.5 9.5 mm [1 inch, 3/4 inch, 1/2 inch, 3/8
inch
6
4.75 mm [ #4]
5
2.36 mm [ #81
4
0.075 mm #2001
1 2.0
*Test tolerances listed are for single test comparisons.
N Verification Testing
A verification sample is a sample, which is sampled and tested by MnDOT to
assure compliance of the Contractor's Quality Control program. A verification companion is a
companion sample, to MnDOT's verification sample, provided to the Contractor. The
Contractor is required to test and use this verification companion sample as part of the QC
program. The verification companion sample will replace the next scheduled QC sample. It is
recommended enough material be sampled to accommodate retesting should the samples fail to
meet requirements as described below.
i
Verification testing shall be performed on at least one set of production tests
Section 2360.4E, excluding sections E9, E10, Ell, and E12, on a daily basis per mix type. The
verification companion sample will be used to verify the requirements of Tables 2360.2 -E,
2360.3 -132a, 2360.3 -132b, and 2360.3 -132c and will be compared to the Verification sample for
compliance with allowable tolerances as specified in Table 2360.4 -M. These include the
mixture properties of G. (mixture max gravity), Gmb (mixture bulk gravity), asphalt binder
content, VMA (calculated), Coarse and Fine Aggregate crushing, and gradation. For Coarse and
Fine Aggregate crushing that meets the requirements of Section 2360.4E7 and 2360.4E8 the one
test per week shall be performed on a verification companion. These do not include the
aggregate bulk specific gravity G fines to effective asphalt, or the tensile strength ratio (TSR).
Asphalt binder content and gradation must be determined by either extraction method 2360AE1b
or 2360.4E 1 c. Asphalt content from the verification test result must be used to determine VMA.
The Department's verification test results will be available to the Contractor
within 2 working days from the time the sample is delivered to the District Laboratory for Gmm
mixture max gravity, G mixture bulk gravity, air voids (calculated), asphalt binder content,
VMA (calculated). Gradation and crushing results will be provided to the Contractor within 3
MnDOT working days. Once the verification test results are available, they will be included on
the test summary sheet. These results and those from the Contractor's verification companion
will be compared for allowable tolerances as specified in Table 2360.4 -M. If the tolerances are
met, the verification process is complete.
If the tolerances between Department and Contractor are not met, retests of the
material shall be conducted by the Department. If the retests fail to meet tolerances, the
Department's verification test results will be substituted for the Contractor's results in the QC
program and used for acceptance. Only those parameters out of tolerance will be substituted
and, if applicable, volumetric properties will be recalculated
When tolerances from the verification sample retests are not met, an investigation
will begin immediately to determine the cause of the difference. Testing equipment, procedures,
worksheets, gyratory specimen height sheets, and personnel will be reviewed to determine the
source of the problem. The District Materials Engineer may also require a hot -cold comparison
of mixture properties be performed. The procedure for hot -cold comparisons is as follows:
The hot -cold comparison sample will be split into three representative portions.
The Engineer will observe the Contractor testing the sample. One part shall be
compacted immediately while still hot (additional heating maybe required to raise
the temperature of the sample to compaction temperature). The second and third
part will be allowed to cool to air temperature. The Contractor will retain the
second part and the third part will be transported to the District Materials
Laboratory. On the same day and at approximately the same time the Contractor
and the District Materials Laboratory will heat their samples to compaction
temperature and compact them. From this information a calibration factor will be
developed to compare the specific gravity of the hot compacted samples to
reheated compacted samples. Each test will involve a minimum of three Marshall
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specimens or two gyratory specimens. This test may be repeated at the discretion
of the Contractor or the District Materials Engineer.
Note: Care must be taken when reheating samples for mixture properties analysis tests.
Mix samples should be reheated to 70 °C [160 °F] to allow splitting of the sample
into representative fractions for the various tests. Overheating of the mixture
portions to be tested for maximum specific gravity (Rice Test) may result in
additional asphalt being absorbed in the aggregate.
The Department will test the previously collected QA samples until they meet the
tolerances or the remaining samples are all tested. Once these samples are tested, the department
will test QA samples subsequent to the verification sample until tolerances are met. Acceptance
will be based on QC data with substitution of Department test results for those parameters out of
tolerance (1). If reestablishment of test result tolerances is not achieved within 48 hours, the
Contractor shall cease mixture production and placement until the problem is resolved.
(1) If, through analysis of data, it is determined there is a bias in the test results, the Engineer
will determine which results are appropriate and shall govern.
3.04 CONSTRUCTION REQUIREMENTS
A General
The following construction requirements provide for the construction of all
courses. When construction is under traffic, the requirements of MnDOT 2221.31) will apply.
B Restrictions
In general, no work within the roadway will be permitted in the spring until
seasonal load restrictions on roads in the vicinity have been removed. However, work within the
roadbed may be permitted before that time if, in the opinion of the Engineer, it can be done
without damage to the subgrade. HMA shall not be placed when, in the opinion of the Engineer,
the weather or roadbed conditions are unfavorable.
No asphalt pavement wearing course (final wearing course if multiple wearing
courses) shall be placed after October 15th in that part of the state north of an east -west line
between Browns Valley and Holyoke, nor after November 1 st south of that line. The Engineer
may waive these restrictions when:
() P 1 The asphalt mixture is not being placed on the traveled portion of the roadway, or
(2) The roadway involved will not be open to traffic during the following winter, or
(3) The Engineer directs in writing the mixture be placed.
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The Contractor shall not use petroleum distillates such as kerosene and fuel oil to
prevent adhesion of asphalt mixtures in pavement hoppers, truck beds, or on the contact surfaces
of the compaction equipment. Anti- adhesive agent must meet the criteria for "Effect on Asphalt"
as described in the most recent Asphalt Release Agent Report on file in MnDOT's Office of
Environmental Services and the Bituminous Office.
C Equipment
CI Asphalt Mixing Plants
C 1 a Requirement for All Plants
The Contractor shall test and calibrate all scales according to MnDOT 1901,
except as otherwise designated by the Contract.
C 1 a(1) Equipment for the Preparation of the Aggregate
Add mineral filler to the mixture using a storage silo equipped with a device to
ensure a constant and uniform feed.
C 1 a(2) Equipment for the Preparation of Asphalt Material
Tanks for storage of asphalt material at the plant shall be equipped to heat the
material and maintain the material at the required temperatures. The discharge end of the
circulating line shall be below the surface of the asphalt material. Provide agitation for modified
asphalt, when used, if recommended by the supplier.
An outage table or chart and measuring stick shall be provided for each storage or
working tank. Tanks shall be equipped with provisions for taking of asphalt binder material
samples. After delivery of asphalt binder material to the Project, the Contractor shall not heat
the material above 175 °C [350 ° F]. For modified asphalt, the maximum storage temperature shall
not exceed the recommendation of the asphalt supplier.
CIa(3) Asphalt Binder Control
When asphalt binder material is proportioned by volume, the plant shall be
equipped with either a working tank or a metering system for determining asphalt binder content
of the mixture.
The working tank shall have a capacity between 3,800 L [1,000 gallons] and
7,600 L [2,000 gallons]. The working tank shall be calibrated and supplied with a calibrated
measuring stick. The tank may be connected to a mixing unit and used only during spot check
operations, but it shall be available at all times. Any feedback shall be returned to the working
tank during spot check operations.
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The metering system shall consist of at least one approved asphalt binder flow
meter in addition to the asphalt binder pump. The flow meter shall be connected to the asphalt
binder supply to measure and display only the asphalt binder being fed to the mixer unit. The
meter readout shall be positioned for convenient observation. Means shall be provided for
comparing the flow meter readout with the calculated output of the asphalt binder pump. In
addition, the system shall display in liters [gallons] or to the nearest 0.001 metric tons [0.001
tons], the accumulated asphalt binder quantity being delivered to the mixer unit. The system
shall be calibrated and adjusted to maintain an accuracy of + one percent error. This calibration ,
shall be required for each plant set -up prior to production of mixture.
C 1 a(4) Dryer: The aggregate shall be free of unburned fuel.
CIa(5) Thermometric Equipment:
The plant shall be equipped with a sufficient number of thermometric instruments
to ensure temperature control of the aggregate and the asphalt binder material.
C1a(6) Pollution Controls
CIa(6)(a) Pollution ................................................... ............................... ...........................1717
C 1 a(7) Surge and Storage Bins
The plant may include facilities to store hot asphalt mixture for coordinating the
rate of production with the paving operations. Storage of the hot mixture will be permitted for a
period not to exceed 18 hours, provided the following requirements are met:
(a) Hot mix storage facilities shall be designed and operated to prevent segregation of
the mix, drainage of the asphalt from the mix, and to prevent excessive cooling or
overheating of the mixture.
(b) The temperature of the mixture at time of discharge from the storage facility shall
be within a tolerance of 5 °C [9 ° F] of the temperature when discharged from the
silo or mixer.
C2 Placement and Hauling Equipment
All equipment shall be serviced away from the paving site to prevent
contamination of the mixture. Units that drip fuel, oil, or grease shall be removed from the
paved surface until such leakage is corrected.
C2a Asphalt Pavers
Asphalt pavers shall be self - contained, power - propelled units, with an operational
vibratory screed, capable of spreading and finishing courses of asphalt plant mix material in
widths applicable to the specified typical sections and thicknesses, indicated in the Contract.
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The screed or strike -off assembly shall produce a finished surface of the required
evenness and texture without tearing, shoving, or gouging. For mainline paving, screed
extensions and auger extensions are required if the paving width on either side of the paver is
greater than the basic screed unless otherwise directed by the Engineer. Strike -off only
extension assemblies are not allowed for mainline wearing course paving, unless directed by the
Engineer.
Automatic screed control by means of an erected string line shall only be required
when stated in the Contract.
All pavers shall be equipped with an approved automatic screed control. The
automatic controls shall include a system of sensor - operated devices, which follow reference
lines, or surfaces on one or both sides of the paver as required. The speed of the paver shall be
adjusted to produce the best results.
All mixtures shall be spread without segregation to the cross sections shown in
the plans. In general, leveling layers shall be spread by the method producing the best results as
approved by the Engineer. The objective is to secure a smooth base of uniform grade and cross
section so that subsequent courses will be uniform in thickness. The leveling layer may be
spread with a properly equipped paver or, when approved by the Engineer, a motor grader
equipped with a leveling device or with other means for controlling the surface elevation of the
leveling layer.
All mixtures shall be spread, to the fullest extent practicable, by an asphalt paver.
When approved by the Engineer, mixtures may be spread by a motor grader in areas that are
inaccessible to a paver such as on driveway entrances, irregular areas, short isolated areas or
when the quantity of mixture makes it impractical to place with a paver.
1
On shoulder surfacing and uniform width widening, when the placement width is
too narrow for a paver, the mixture in each course shall be spread with an approved mechanical
device.
The placement of each course shall be completed over the full width of the
section under construction on each day's run unless otherwise directed by the Engineer.
C2b Trucks
Trucks for hauling asphalt mixtures shall have tight, clean, and smooth beds.
Mixture shall not be allowed to adhere to the truck beds. Adherence may be prevented by
spraying the truck bed with an anti - adhesive agent in accordance with Section 2360.513. Each
truck shall be equipped with a cover of canvas or other suitable material to protect the mixture
from weather. The cover shall extend at least 300 mm [1 foot] over the sides and be attached to
tie -downs unless the truck is furnished with a mechanical or automated covering system, which
prevents airflow underneath by stretching the cover tightly on the top of or inside the sideboards.
The cover shall be used when directed by the Engineer.
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C2c Motor Graders
Motor graders shall be self - propelled and have pneumatic -tires with a tread depth
of 13 mm [1/2 inch] or less. They shall be equipped with a blade not less than 3 in [10 feet] in
length and shall have a wheelbase of not less than 4.5 in [15 feet].
D Treatment of the Surface
DI Tack Coat
An asphalt tack coat shall be applied to existing asphalt and concrete surfaces,
and to the surface of each course or lift constructed, except for the final course or lift, according
to MnDOT 2357. Emulsified asphalt tack coats shall be allowed to break, as indicated by a color
change from brown to black, before a subsequent lift is placed.
The contact surfaces of all fixed structures and the edge of the in -place mixture in
all courses at transverse joints and longitudinal joints shall be given a uniform but not excessive
coating of liquid asphalt or emulsified asphalt before placing the adjoining mixture.
E Compaction Operations
After being spread, each course shall be compacted to the required density. The
rollers shall, as practicable, be operated continuously so all areas are thoroughly compacted to
the required density. When not operating, the rollers shall not stand on the uncompacted mixture
or newly rolled pavement having a surface temperature exceeding 60 °C [140 ° F]. Rolling with
steel- wheeled rollers shall be discontinued if it produces excessive crushing or pulverizing of the
aggregate or displacement of the mixture.
To prevent adhesion of the mixture to the steel roller wheels, the contact surfaces
of the wheels shall be kept properly moistened using water or a water solution containing small
quantities of a detergent or other approved material.
To secure a true surface, variations such as depressions or high areas, which may
develop during rolling operations, and lean, fat or segregated areas shall be corrected by
removing and replacing the material in the defective area. All such corrections shall be
accomplished as directed by the Engineer at no expense to the Department.
When mixtures are spread by a motor grader, pneumatic -tired rollers shall
compact the mixture simultaneously with the spreading operation.
F Construction Joints
Joints shall be thoroughly compacted to produce a neat, tightly bonded joint that
meets surface tolerances. Both transverse and longitudinal joints are subject to density
requirements as outlined in Section 2360.6 Pavement Density.
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F1 Transverse Joints
A transverse joint (full paver width at right angles to the centerline) shall be
constructed when mixture placement operations are suspended. The forward end of the freshly
laid strip shall be thoroughly compacted by rolling before the mixture has cooled. When work is
resumed, the end shall be cut vertically for the full depth of the layer unless a formed edge is
constructed as approved by the Engineer.
F2 Longitudinal Joints
Longitudinal joints between strips shall be parallel to the centerline. In multiple
lift construction, the longitudinal joints between strips in each lift shall be constructed not less
than 150 mm [6 inches] measured transversely from the longitudinal joints in the previously
placed lift. When the wearing course is constructed in an even number of strips, one longitudinal
joint shall be on the centerline of the road. When it is constructed in an odd number of strips, the
centerline of one strip shall be on the centerline of the road, provided that no joint is located in
the wheel path area of a traffic lane. Longitudinal joints in multiple lift construction over
Portland cement concrete pavements may be aligned directly over the concrete pavement
longitudinal joints at the discretion of the Engineer.
At longitudinal joints formed by placing multiple strips, the adjoining surface
being laid shall, after final compacting, be slightly higher (but not to exceed 3 mm [1/8 inch])
than the previously placed strip. When constructing a strip adjoining a previously placed strip or
a concrete pavement, any fresh mixture that overlaps a previously placed strip or pavement shall
be removed (to the longitudinal joint line) before any rolling is done.
G Asphalt Mixture Production (FOB Department Trucks)
For asphalt mixture production, the Contractor shall, in addition to the asphalt
mixture required on the Project, produce and deliver asphalt mixture to the Department. The
mixture shall be the mixture being produced and shall be loaded on Department furnished trucks
at the mixing plant at a time agreed on by the Engineer and Contractor. The Engineer will notify
the Contractor of the total quantity of mixture desired not less than 2 weeks prior to completion
of the wearing course construction. The Engineer will not accept the asphalt mixture if it is
inappropriate for the Department's intended use.
H Small Quantity HMA Paving
Unless otherwise indicated in the Special Provisions, the following provision for a
small quantity of asphalt mixture shall apply.
A Mixture Design Report is not required for planned project quantities less than
191,200 m mm (9,000 square yard inches [4,500 square yards per 2 inch thickness, etc.]) or
450 metric tons [500 tons]. However, the Contractor shall verify in writing the asphalt mixture
delivered to the project meets the requirements of Table 2360.3 -B2a and Table 2360.3B2b. The
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Department will obtain samples, as determined by the Engineer, to verify percent design air
voids and gradation. These results will be used for material acceptance. Air voids will be
subject to the requirements of Section 2360.4L1b for isolated air voids and a gradation falling
outside the requirements of Table 2360.2 -E will be subject to payment as indicated in Table
2360.4 -L2b.
3.05 PAVEMENT DENSITY
A General
All pavements will be compacted in accordance with the Maximum Density
Method unless otherwise specified in the Contract special provisions or as noted in Section
2360.6C.
B Maximum Density Method
All courses or layers of plant mixed asphalt mixtures for which the Maximum
Density Method is used shall be compacted to a density not less than the percentage shown in the
Table of Required Density, Table 2360.6 -132, for the applicable mixture and course.
Bl Maximum Density Determination
The Density requirements listed in Table 236032 are percent of maximum
specific gravity (G,,,,) based on the individual lot. The Maximum specific gravity value used to
calculate the percentage density for the lot shall be the average value obtained from the
maximum gravity results from production tests taken during that days paving. If only one or two
maximum specific gravity values were obtained that day, then the moving average value (at that
test point) shall be used. If three or more maximum specific gravity values are obtained that day,
then the average of those tests alone shall be used as indicated above.
Bla Pavement Density Determination
The density of each lot shall be expressed as a percentage of the maximum
specific gravity (% G,,.) obtained by dividing the average bulk specific gravity for the lot by the
maximum specific gravity multiplied by 100, (maximum specific gravity basis is the average
G of QC tests done on the day that the individual lot was paved as described above).
Determination of the bulk specific gravity of the cores shall be in accordance with AASHTO T-
166, MnDOT modified. For coarse graded mixtures the Engineer may require determination of
bulk specific gravity of the cores be in accordance with ASTM D1188, MnDOT modified.
ASTM D6752 MnDOT modified (Corelok) is also allowed for determination of bulk specific
gravity of coarse graded mixtures. Selection of the test method to determine coarse graded
mixture bulk specific gravity shall be agreed upon at the time of mix design submittal. Both the
Contractor and MnDOT shall use the same test method to determine bulk specific gravity. The
determination of coarse and fine graded mixtures will be based on the percentage of material
passing the 2.365 mm sieve [ #8] as defined in Table 2360.3 -132c. I
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' Compaction operations shall be completed within 8 hours of mixture placement
and before core samples are obtained for density determination. Only pneumatic tired or static
steel rollers are permitted for any compactive effort performed between 6 and 8 hours after
mixture placement.
Compacted mixtures represented by samples or tests having deficient densities
shall not be re- rolled. The Contractor shall not operate below the specified minimum density on
a continuing basis. A continual basis shall be defined as all lots in a day's production failing to
meet minimum density or more than 50% of lots on multiple days which fail to meet minimum
density requirements. Production shall be stopped until the source of the problem is determined
and corrective action is taken to bring the work into compliance with specified minimum
required density.
B2 Required Density
Minimum density requirements for both gyratory (SP) and Marshall designed
mixtures are listed in Table 2360.6 -132.
Unless otherwise indicated in the Plans or Special Provisions, shoulders wider
' than 1.8 meters [6 feet] paved shall be compacted by the Maximum Density Method. When
shoulders are required to be compacted by the Maximum Density Method and are paved in a
separate operation, the lot tonnage placed on the shoulder shall be delineated in separate lots
from the driving lanes for the day paving was conducted.
A narrow 0.6 to 1.2 meter [2 to 4 foot] wide shoulder that is paved in the same
pass as a driving lane will normally be compacted by the Ordinary Compaction Method.
Mixture compacted under Ordinary Compaction is excluded from lot density requirements and
that tonnage is also excluded from incentive /disincentive payment.
i If the Plans or Special Provisions indicate a narrow shoulder is to be compacted
by the Maximum Density Method, the minimum required density is listed in Table 2360.6 -B2.
If the minimum required density of the shoulder is different than the driving lane, the tonnage
placed on the shoulder shall be delineated in separate lots from the driving lane.
Echelon paving (two pavers running next to each other in adjacent lanes) shall be
considered separate operations.
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Table 2360.6 -132
T? RnT TTT? T: n XATNf XM TM TIF.NCTTV
* SP Mixtures only
** If less than 25% of a layer is within 100 mm [4 inches] of the surface, the
layer may be considered to be below 100 mm [4 inches] for mix design purposes.
1) Minimum reduced by one percent on the first lift constructed over PCC
pavements.
2) Minimum reduced by one percent for the first lift constructed on aggregate base
(mainline and shoulder), reclaimed or cold in -place recycled base courses and
first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring
load restriction (roadway includes shoulders).
B2a Lots & Core Locations
Table 2360.6 -132a
1.0T DETERMINATION
*When mix production is less than 270 metric tons [300 tons], establish 1 St lot
when accumulative tonnage exceeds 270 metric tons [300 tons].
Divide the day's production into equal lots as shown in Table 2360.6 -132a. The
Engineer may require additional density lots be established to isolate areas affected by
equipment malfunction/breakdown, heavy rain, or other factors that may affect the normal
compaction operations. Obtain three cores in each lot. Two cores will be taken from random
locations selected by the Engineer. The third core, a companion core, shall be taken within 0.3
meters [1 foot] longitudinally from either of the first two cores. The companion cores shall be
given to the Department Street Inspector immediately upon completion of coring and sawing.
The random locations will be determined by the Engineer using statistically derived stratified
random number tables or other approved methods of random number generation. These will also
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Daily Production
SP Wear and All
Metric (ton) [English
(Ton)]
270* — 545
300* — 600
MV and LV
(1)(2)
SP Non -wear (1)(2)
SP Shoulders (1)(2)
2
Mixtures
1,001 - 1,600]
3
1,456 — 3,275
[1,601— 3,600]
4
Designed
Designed
Location from
<_ — 100 mm [4 inch] **
> 100 mm [4 inch] **
at 3%
at 4%
surface*
voids
voids
% Gmm
92.0
1 93.0
93.0
92.0
* SP Mixtures only
** If less than 25% of a layer is within 100 mm [4 inches] of the surface, the
layer may be considered to be below 100 mm [4 inches] for mix design purposes.
1) Minimum reduced by one percent on the first lift constructed over PCC
pavements.
2) Minimum reduced by one percent for the first lift constructed on aggregate base
(mainline and shoulder), reclaimed or cold in -place recycled base courses and
first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring
load restriction (roadway includes shoulders).
B2a Lots & Core Locations
Table 2360.6 -132a
1.0T DETERMINATION
*When mix production is less than 270 metric tons [300 tons], establish 1 St lot
when accumulative tonnage exceeds 270 metric tons [300 tons].
Divide the day's production into equal lots as shown in Table 2360.6 -132a. The
Engineer may require additional density lots be established to isolate areas affected by
equipment malfunction/breakdown, heavy rain, or other factors that may affect the normal
compaction operations. Obtain three cores in each lot. Two cores will be taken from random
locations selected by the Engineer. The third core, a companion core, shall be taken within 0.3
meters [1 foot] longitudinally from either of the first two cores. The companion cores shall be
given to the Department Street Inspector immediately upon completion of coring and sawing.
The random locations will be determined by the Engineer using statistically derived stratified
random number tables or other approved methods of random number generation. These will also
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Daily Production
Lots
Metric (ton) [English
(Ton)]
270* — 545
300* — 600
1
546-910
601 -1,000
2
911-1,455
1,001 - 1,600]
3
1,456 — 3,275
[1,601— 3,600]
4
33,276 — 4,54
[5,601— 5,000]
5
4,546+
[5,001 +]
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be used for partial lots. Both transverse and longitudinal joints are subject to maximum density
requirements. If the random core location falls on an unsupported joint, at the time of
compaction, (the edge of the mat being placed does not butt up against another mat, pavement
surface, etc.) cut the core with the outer edge of the core barrel 0.3 meters [1 foot] away
(laterally) from the edge of the top of the mat (joint). If the random core location falls on a
confined joint (edge of the mat being placed butts up against another mat, pavement surface,
curb and gutter, or fixed face), cut with the outer edge of the core barrel 150 mm t 12.5 mm [6
' inches f 0.5 inch] from the edge of the top of the mat (ex. center of 100 mm [4 inch] core barrel
200 mm f 12.5 mm [8 f 0.5 inches] from the edge of the top of the mat). Cores will not be
taken within 300 mm [1 foot] of any unsupported edge The Contractor shall be responsible for
maintenance of traffic, coring, patching the core holes, and sawing the cores if necessary to the
proper thickness prior to density testing.
B3 Core Testing
Cores will be taken and tested by the Contractor. Core locations will be
determined and marked by the Engineer. The Contractor shall schedule the approximate time of
testing during normal project work hours so that the Engineer may observe and record the
saturated surface dry and immersed weight of the cores.
Density determination will be made by the end of the next working day after
placement and compaction. If multiple layers are placed in a single day, cores shall be sawn and
separated for each layer, tested and reported by the end of the next working day.
The Contractor will cut pavement samples from the completed work with power
equipment, and restore the surface by the end of the next working day with new, well compacted
mixture without additional compensation. Failure to restore the surface within 24 hours of
coring shall subject the Contractor to a fine of $100 per working day, per lot, until the core holes
are restored. Cores shall be cut using a 100 mm [4 inch] minimum outer diameter coring device.
All samples shall be marked with the lot number and core number or letter. The cores shall be
transported to the laboratory as soon as possible to prevent damage due to improper handling or
exposure to heat. These companion cores may be tested by the Inspector on Department scales
or transported to the Department's Field Laboratory or District Materials Laboratory.
Measure each core three times for thickness prior to saw cutting, report the
average lift thickness on the core sheet. The average thickness will contribute to thickness
compliance as described in Section 2360.7A
If the Department companion core test result for bulk specific gravity (GA
deviates beyond the allowable tolerance of 0.030, substitute Department companion result for
Contractor's core result and then average the Department result with the non - companion result
for the lot density acceptance. If, through analysis of data, it is determined there is a bias in the
test results, the Engineer will determine which results are appropriate and shall govern.
I If the Gmb tolerance fails in more than 2 lots in a day of either consistently high or
low differences between the companion cores then an investigation to determine the source of
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errors shall be conducted. Companion cores samples shall be increased to two per lot and tested
until investigation is complete and tolerances are met.
The Engineer may allow recoring of a sample only when the core has been
damaged through no fault of the Contractor, either during the coring process or in transit to the
laboratory.
B5 Maximum Density Acceptance and Payment Schedule
The density of compacted mixture shall be accepted by pavement cores on a lot
basis.
The Contractor's cores will be used for acceptance if the determined bulk specific
gravity Gmb from AASHTO T -166, MnDOT modified or ASTM D1188 is within ± 0.030 of the
state companion G value. Payment for lot densities of compacted mixture shall be determined
from Table 2360.6 -134 or 2360.6 -134A. Incentive and disincentive payments are for both
wearing and non - wearing courses.
When the first lift density requirement has been reduced by one percent, per Table
2360.6 -132, footnote 1 & 2, payment adjustments for lot densities will be made as specified in
Table 2360.6 -134A. Incentive payments are excluded when the minimum density has been
reduced. However, at the Contractors request and with approval of the Engineer, the reduced
density requirement may be waived and density evaluated under Table 2360.6 -134, including
incentives, for first lift constructed on aggregate base, reclaimed or cold in -place recycled base
courses and first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring load
restriction. The request and approval shall be made after the first days paving and before the
third days paving begins. Once the request has been approved, evaluation of density will be in
accordance with Table 2360.6 -132 (excluding footnote 2) and Table 2360.6 -134, and will remain
in effect for the duration of mixture placement on that lift. The Contractor will also be
responsible for compliance with any construction requirements on subsequent lifts.
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Table 2360.6 -134
PAYMENT SCHEDULE FOR MAXIMUM DENSITY
Percent of Max Specific Gravity
SP Wear ( <- -100 mm [4 inches] from
Surface)
All MV & LV , SP Shld 4% Void
Percent of Max Specific Gravity (2)
SP Non -Wear ( >100 mm [4 inches]
from Surface)
SP Shoulders (3% Void)
Percent
Payment
93.6 and above
94.6 and above
104
93.1-93.5
94.1-94.5
102
92.0-93.0
93.0-94.0
100
91.0-91.9
92.0-92.9
98
90.5-90.9
91.5-91.9
95
90.0 -90.4
91.0 -91.4
91
89.5-89.9
90.5-90.9
85
89.0-89.4
90.0-90.4
70
Less than 89.0
Less than 90.0
Table 2360.6- B4A
1% REDUCED TABLE
Percent of Max Specific Gravity
SP Wear (< -100 mm [4 inches] from
Surface)
All MV & LV , SP Shld 4% Void
Percent of Max Specific Gravity (2)
SP Non -Wear ( >100 mm [4 inches]
from Surface)
SP Shoulders (3% Void)
Percent
Payment
91.0 and above
92.0 and above
100
90.0-90.9
91.0-91.9
98
89.7-89.9
90.5-90.9
95
89.4-89.6
90.0-90.4
91
89.2-89.3
89.5-89.9
85
89.0-89.1
89.0-89.4
70
Less than 89.0
Less than 89.0
(1) Minimum reduced by one percent for the first lift constructed on aggregate base
(mainline and shoulder), reclaimed or cold in -place recycled base courses and
first lift of an overlay on a roadway with a 6.35 metric ton [7 ton] or less spring
' load restriction (roadway includes shoulders). Minimum reduced by one percent
on the first lift constructed on PCC pavements.
(2) In calculating the percent of maximum specific gravity, report to the nearest tenth.
(3) The payment in this portion of the specification shall only apply if the individual
production air voids, as determined from a mixture production test (2360.4E) that
represents the tonnage placed at that specific core location, are within - 0.5
percent of the target value.
(4) The HMA material represented by the lot shall be paid at a 70% pay factor, unless
a single core density is less than 87.0% of the maximum specific gravity (Gn,,,)•
If a single core density is less than 87.0% of G., the material shall be removed
and replaced by the Contractor at their expense with mixture that meets the
density requirements; or the Engineer may permit the unacceptable material to
72
remain in place with a 50% pay factor. The limits of the area to be removed will
be determined by additional core samples. These additional core samples shall be
taken at the same offset from centerline as the original core; unless the original
low density core was taken within 0.45 in [1.5 feet] of an edge of the paver pass.
In that case, the additional cores shall be taken 0.45 in [1.5 feet] from the edge of
the paver pass. The densities shall be determined at 15 in [50 foot] intervals, both
ahead and back of the point of unacceptable core density (less than 87.0% of
G n , m ), until a point of acceptable core density (87.0% of G. or greater) is found.
If the incremental core density testing extends into a previously accepted lot,
removal of the unacceptable material will be required; however, the results of
these tests shall not be used to recalculate the previously accepted lot density. All
costs incurred from additional coring and testing, resulting from unacceptable
core density, will be paid by the Contractor. The unacceptable pavement area is
to be computed as the product of the longitudinal limits so determined by the 15
in [50 foot] cores and the full width of the paver pass, laying in the traffic lane or
lanes. Shoulders shall be exempt from this calculation unless density failure
occurred in the shoulder area.
After the unacceptable material (core density less than 87.0% of G,,,,,,) has been
removed and replaced, the density of the replacement material will be determined
by the average of two cores. Payment for the replacement material will be in
accordance with Tables 2360.6 -134 or 2360.6 -134a, whichever applies. There will
be no payment for the material removed. The remainder of the original lot shall
have a 70% pay factor.
C Ordinary Compaction Method
Ordinary compaction shall be used for layers identified in the typical sections
with a minimum planned thickness of less than 40 mm [1.5 inches], thin lift leveling, wedging
layers, patching layers, driveways, areas which cannot be compacted with standard highway
construction equipment. This compaction method shall not be used on mainline, ramp, or loop
paving, unless otherwise designated. A control strip shall be used to establish a rolling pattern.
This shall be used by the Contractor for the compaction of the asphalt mixture for the layer on
which the control strip is constructed, or until a new control strip is constructed. The control
strip requirement may be waived by the Engineer in small localized areas or other areas not
conducive to its establishment.
A control strip shall be constructed at the beginning of the work on each lift of
each course. Each control strip shall have an area of at least 330 m [395 square yards] and
shall be of the same thickness as the lift it represents. The subgrade or pavement course upon
which a control strip is to be constructed shall have the prior approval of the Engineer. The
control strips shall remain in place and become part of the completed work.
The materials used in the construction of the control strips shall conform to the
specified requirements for the course. The materials used in the control strip shall be from the
1
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1
1
73 1
same source and of the same type as the materials used in the remainder of the course that the
control strip represents.
The equipment used in the construction of the control strips shall be approved by
the Engineer and shall be the same type and mass used on the remainder of the pavement course
represented by the control strip. A minimum of two rollers shall be required. A rolling pattern
shall be established for each roller. A pneumatic -tired roller shall be available for compaction
' operations within 24 hours after request by the Engineer. The final rolling shall be performed
with a tandem steel - wheeled roller. Areas that are inaccessible to the conventional type rolling
equipment shall be compacted to the required density by using trench rollers or mechanical
I tampers.
Construction of the control strips will be as directed by the Engineer.
I Compaction shall commence as soon as possible after the mixture has been spread to the desired
thickness and shall continue until no appreciable increase in density can be obtained by
additional roller's coverages. Densities will be determined by means of a portable nuclear
testing device or suitable approved alternate. The Contractor shall furnish documentation of the
growth curve to the Engineer.
To determine when no appreciable increase in density can be obtained, two test
points shall be established in the control strip on a random basis and the density at each point
shall be measured by a portable nuclear device or suitable approved alternate after each roller
pass. Rolling shall be suspended when testing shows either a decline of more than 2% of the
maximum specific gravity or when additional roller passes fail to increase the density.
After said testing is accomplished, rolling on the remainder of that course shall be
done in accordance with the pattern developed in the test strip for that roller. A separate rolling
pattern and time interval shall be established for each roller.
A new control strip shall be ordered by the Engineer when:
(a) A change in the JMF is made, or
(b) A change in the source of material is made or a change in the material
from the same source is observed.
A new control strip may be ordered by the Engineer or requested by the
Contractor when:
(a) Ten days of production have been accepted without construction of a new
control strip, or
(b) There are other reasons to believe that a control strip density is not
representative of the HMA mixture being placed.
The nuclear testing device shall be furnished and operated by the Contractor. The
furnishing of the testing device and the operator will be considered incidental to the furnishing
74
and placement of the HMA mixture and shall not be compensated for separately. The device
shall be calibrated according to procedures described in the MnDOT Bituminous Manual.
Each course shall be uniformly compacted until there is no further evidence of
consolidation and all roller marks are eliminated. When this method is employed, and the
quantity of mixture placed by the paver exceeds 100 metric tons [110 tons] per hour, at least two
rollers are required for compacting the mixture placed by each paver.
C1 Rollers
The following requirements for rollers apply only when compaction is obtained
by the ordinary compaction method.
C2 Steel- Wheeled Rollers
Steel- wheeled rollers shall be self - propelled and has a minimum total mass of
7.3 metric tons [8 tons], or as otherwise specified in the Contract. When vibratory rollers are '
used, they shall produce 45 kN per meter [3,085 lbf per foot] of width. The frequency should be
at least 2400 vpm and amplitude setting low. The roller shall be capable of reversing without
backlash and shall be equipped with spray attachments for moistening all rollers on both sets of
wheels.
C3 Pneumatic -Tired Rollers
The pneumatic -tired roller shall have a compacting width of 1.5 in [5 feet] or
more. It shall be so constructed that the gross wheel load force shall be a minimum of 13 kN ,
[3,000 pounds] per wheel for LV and MV mixtures and SP Level 2 -3 mixtures and 22 kN [5,000
pounds] per wheel for SP Level 4 -6 mixtures and can be varied as directed by the Engineer. The
tire arrangement shall be such that full compaction will be obtained over the full width with each
pass of the roller.
The roller may be self propelled or provided with suitable tractive equipment,
unless otherwise specified in the Contract. If more than one roller is propelled by a single '
tractive unit, then that combination will be counted as a single roller unit.
C4 Trench Rollers
Trench rollers shall be self propelled and have a mass of not less than 4,400 kg
per meter [2,960 pounds per foot] of width.
75 1
i
C5 Mixture Temperature Controls
If compaction is obtained by the ordinary compaction method, the minimum lay
down temperature in all courses (as measured behind the paver or spreading machine) of the
asphalt mixture shall be in accordance with the temperature requirements of Table 2360.6 -05.
Unless directed by the Engineer in writing, no paving is allowed under the Ordinary Compaction
Method when the air temperature is below 0 °C [32 1 F].
Table 2360.6 -05
MIXTURE TEMPERATURE CONTROL
Air
Temperature
Compacted Mat Thickness, mm (A)
°C [OF]
25 mm
1 inch
40 mm
1 -1/2 inch
50 mm
2 inch
>75 mm
3 inch
+0 -5 32 -40
--
129 265
124 255
121 250
+6-10 41 -50]
130 (B) [270]
127 [260 ]
121 250
118 [245
+ 11 -15 51 -60]
127 (B) [260]
124 [255 ]
118 2451
1 115 [240]
+ 16 -21 [61 -70]
121 [250]
118 [2451
115 [240]
113 [235]
+ 22 -27 71 -80]
118 245]
115 [240 ]
113 [235]
113 [235]
+ 28 -32 81 -90
113 235
110 [2301
110 230
110 230
+ 33 91+
110 [2301
110 230
110 r2301
107 225
(A) Based on approved or specified compacted lift thickness.
(B) A minimum of one pneumatic -tire roller shall be used for intermediate rolling
unless otherwise directed by the Engineer. The Engineer may specify or modify
in writing (with concurrence from the Department Bituminous Engineer) a
minimum lay down temperature.
C6 City of Chanhassen Compaction Test Method
For the specified density method of compaction, each lift shall be uniformly
compacted to a density not less than 95 percent of the Marshall Density. The Marshall Density test
shall be according to the procedure described in the MnDOT Bituminous Manual.
Compaction testing will be performed for the owner by an independent testing laboratory approved
by the engineer as identified below. The cost of all tests will be paid by the contractor.
1. One (1) sample for a Marshal Density test per 200 tons of mix installed or a minimum of two
(2) samples per job.
2. In place density tests performed by one of the following procedures:
(a) A minimum of one (1) core sample for in place density tests per 200 tons of mix
' installed or a minimum of four (4) cores per job.
1 76
No cores are to be taken in the wheel tracks.
(b) Four (4) density tests taken with a portable nuclear testing device at randomly ,
selected locations per 200 tons of mix installed. A minimum of six (6) tests per job.
The mixture with failing density will not be accepted for payment at the Contract bid price, but in i
lieu of being removed and replaced, will be accepted at a reduced price in accordance with Table
2331 -5. The appropriate pay factor will be applied to the quantity of mixture represented by the
failing density test. One retest of each failing test will be permitted and the higher of the two
densities will be used in determining the pay factor. All re- testing shall be done within 3 working
days after placement of the bituminous mixture. The Contractor will be responsible for the costs of
all re- testing.
3.06 THICKNESS AND SURFACE SMOOTHNESS REQUIREMENTS I
A Thickness
After compaction the thickness of each course shall be within a tolerance of 6 mm '
[1/4 inch] of the thickness shown in the Plans, except that, if automatic grade controls are used,
this thickness requirement will not apply to the first course placed. This thickness requirement
will not apply to a leveling course whether or not automatic grade controls are required. Any
part of any course that is constructed to less than the minimum required thickness may be
removed and replaced at the discretion of the Engineer.
On that portion of any course constructed to more than the maximum permissible
thickness, the materials used in the excess mixture above that required to construct that portion
of the course to the Plan thickness plus 6 mm [1/4 inch] will be excluded from the pay quantities
and may require removal and replacement at the discretion of the Engineer.
Cores taken for density determination shall be measured for thickness also. Each
core shall be measured 3 times for thickness prior to sawing. Report the average of these three
measurements. Each lot's average core thickness shall be documented and submitted to the
Engineer. If the average of the two Contractor cores exceed the specified tolerance, an
additional two cores may be taken in the lot in question. The average of all core thickness
measurements per course will be used to determine compliance with thickness specifications.
B Surface Requirements
After compaction, the finished surface of each course shall be reasonably free of
segregated, open and torn sections, and shall be smooth and true to the grade and cross section
shown on the Plans with the following tolerances:
(1) Where a leveling course is specified, it shall be constructed to within a tolerance
of 15 mm [1/2 inch] of the elevations and grades established by the Engineer.
This requirement shall also apply to the first course placed other than leveling
when automatic controls are used.
77 1
1
(5) The transverse slope of the surface of each course, exclusive of the shoulder
wearing course, shall not vary from the slope shown in the Plans by more than 0.4
' percent.
(6) The distance between the edge of each course and the established centerline shall
be no less than the Plan distance nor more than 75 mm [3 inches] greater than the
Plan distance. In addition, the edge alignment of the wearing course on tangent
sections and on curve sections of 3 degrees or less shall not deviate from the
established alignment by more than 25 mm [1 inch] in any 7.5 in [25 foot]
section.
(7) The finished surface of each course shall be reasonably free of segregated and
open and torn sections.
' Any material placed outside the above described limitations shall be removed and
replaced after being cut or sawed at no expense to the Department or with the approval of the
Engineer, allowed to remain in -place at a reduced cost calculated at $12 per square meter [$10
1 per square yard].
C Pavement Smoothness
I C1 General
1 78
h
(2) The surface of the Non -wear course and wearing course shall show no variation
greater than 3 mm [1/8 inch] from the edge of a 3 in [10 foot] straightedge laid
'
parallel to or at right angles to the centerline. Shoulder surfacing and surfacing
on temporary connections and bypasses shall show no variations greater than
6 mm [1/4 inch] from the edge of a 3 in [10 foot] straightedge laid parallel to the
centerline.
'
(3) After final compaction, all asphalt wearing course surfaces adjacent to concrete
pavements shall be slightly higher (but not to exceed 6 mm [1/4 inch] than the
concrete surface.
After final compaction, all asphalt surfaces adjacent to gutters, manholes,
'
pavement headers, or other fixed structures shall be slightly higher (but not to
exceed 6 mm [1/4 inch] than the surface of the structure.
'
(4) Transverse joints (construction joints), at the beginning and end of a project, at
paving exceptions, or caused by suspension of daily paving operations, shall show
no variation greater than 6 mm [1/4 inch] from the edge of a 3 in [10 foot]
'
straightedge centered longitudinally across the transverse joint. The Engineer
may require correction by diamond grinding when material is placed outside the
above - described limitations.
(5) The transverse slope of the surface of each course, exclusive of the shoulder
wearing course, shall not vary from the slope shown in the Plans by more than 0.4
' percent.
(6) The distance between the edge of each course and the established centerline shall
be no less than the Plan distance nor more than 75 mm [3 inches] greater than the
Plan distance. In addition, the edge alignment of the wearing course on tangent
sections and on curve sections of 3 degrees or less shall not deviate from the
established alignment by more than 25 mm [1 inch] in any 7.5 in [25 foot]
section.
(7) The finished surface of each course shall be reasonably free of segregated and
open and torn sections.
' Any material placed outside the above described limitations shall be removed and
replaced after being cut or sawed at no expense to the Department or with the approval of the
Engineer, allowed to remain in -place at a reduced cost calculated at $12 per square meter [$10
1 per square yard].
C Pavement Smoothness
I C1 General
1 78
h
Pavement smoothness will be evaluated on the final mainline pavement surface.
Projects will be evaluated utilizing a 5 mm [0.2 inch] blanking band. Unless otherwise
authorized by the Engineer, all smoothness testing shall be performed in the presence of the
Engineer. The Engineer and the Contractor shall mutually agree upon scheduling of smoothness
testing so that testing can be observed. Any testing performed without the Engineer's presence,
unless otherwise authorized, may be ordered retested at the Contractors expense. The following
table shows pavement surfaces, which are excluded from profilograph testing, but subject to
Section 2360.713 surface requirements.
Table 2360.7 -C1
PROFTf O TR APN TFSTMG F.XCT.TTSTONS
Pavement Surfaces Excluded From Profilo ra h Testin
Ramps, Loops, Climbing Lanes
Side Streets, Side Connections
Turn Lanes, Storage Lanes, Crossovers, Bypass Lanes
Shoulders
Acceleration, Deceleration Lanes
Intersections constructed under traffic — Begin and end the exclusion 30.5 in [100 feet] from
the intersection radius
Sections less than 15.24 in 50 feet in length
Projects less than 300 in 1000 feet in length
Mainline paving where the normally posted regulatory speed is less than or equal to 70 km/hr
45 miles per hour -- Begin the exclusion at the si
Single lift overlays over concrete.
Horizontal Curves with a radius less than 289.6 in [950 feet]. Horizontal Curves with a degree
of curvature greater than or equal to 6 °.
Vertical Curves — Absolute value of grade change is 2 % or more and curve length is 91.4 in
[300 feet] or less.
Vertical Curves — Absolute value of grade change is 3 % or more and curve length is 121.9 m
[400 feet] or less.
Vertical Curves — Absolute value of grade change is 4 % or more and curve length is 182.8 m
[600 feet] or less.
Vertical Curves — Absolute value of grade change is 8 % or more and curve length is 213.4 in
[700 feet] or less.
Note: Begin and end the exclusion at the PC (PVC) and PT (PVT), respectively
C1 A Smoothness Requirements
Pavement smoothness requirements will be evaluated by Table 2360.7 -C6A,
2360.7 -C6B, or 2360.7 -C6C. The pavement smoothness table will be identified in the Special
Provisions of the proposal.
C2 Measurement
fl
Smoothness will be measured with a 7.62 m [25 foot] California type
profilograph or an Inertial Profiler (IP), which produces a profilogram (profile trace of the
79 1
surface tested). Either type of device must be certified according to the procedure on file in the
Bituminous Office. One pass will be made in each lane, 2.74 in [9 feet] from centerline. The
profilograph or IP shall be in the direction the traffic will be moving. Each lane will be tested
and evaluated separately. The Engineer will determine the length in kilometers [miles] for each
' mainline traffic lane. The profilograph will be operated at a speed no greater than a normal
walk, no greater than 6 km/hr [4 miles per hour]. Motive power may be provided manually or
by the use of a propulsion unit approved by the Engineer. The IP will be operated at the
' optimum speed as defined by the manufacturer.
C3 Profilograph Testing
1 The Contractor will furnish a properly calibrated, documented, and certified 7.62
in [25 foot] California type profilograph or IP. The profilograph or IP shall be equipped with
automatic data reduction capabilities unless otherwise authorized by the Engineer. Certification
documentation shall be provided to the Engineer on the first day the profilograph or IP is used on
the project. User selected profilograph or IP settings are on file in the Bituminous Office. The
Contractor will furnish a competent operator, trained in the operation and evaluation of the 7.62
in [25 foot] California profilograph or IP.
' All objects and foreign material on the pavement surface will be removed by the
Contractor prior to testing. The pavement surface will be divided into sections which represent
continuous placement. A section will terminate 7.62 in [25 feet] before a bridge approach panel,
bridge surface, manhole or similar interruption. A day's work joint will be included in the trace
with no special consideration. A section will be separated into segments of 0.1 km [0.1 mile]. A
segment will be in only one traffic lane.
' A profilogram will be made for each segment of 15.24 in [50 feet] or more. The
profilogram will include the 7.62 in [25 foot] at the ends of the section only when the Contractor
I is responsible for the adjoining surface.
End of run areas not included in the profilograph trace and any sections of
pavement less than 15.24 in [50 feet] in length shall be checked longitudinally with a 3.028 in
[10 foot] straight edge and the surface shall not deviate from a straight line by more than 3 mm
in 3.028 in [1/8 inch in 10 feet].
The profile trace and index for each segment of pavement must be furnished to
the Engineer within 48 hours after each days run. Identification of all bumps and dips, with
signature of the Operator shall be included with the submitted trace.
The Contractor will submit a final evaluation generated from approved software,
to the Engineer within five days after all mainline pavement placement. Software is available
from the MnDOT Bituminous Office at
www.mrr. dot. state. mn. us /pavementibituminous/bituminous .asp. The evaluation submitted shall
be in tabular form, with each 0.1 km [0.1 mile] segment occupying a row. Each row shall
include the beginning and ending station for the segment, the length of the segment, the profile
index for the segment, the profile index incentive /disincentive in dollars for the segment, and the
r 80
deductions for bumps in dollars for the segment. Each continuous run will occupy a separate
table and each table will have a header that includes the following: the project number, the
roadway number or designation, the specified ride table, a lane designation, the mix type of the
final lift, the PG binder of the final lift, the date of the profilograph run, and the beginning and
ending station of the continuous run. Each table will have a summary at the bottom that includes
the following: a subtotal for the profile index incentive /disincentive, a subtotal for the bump
deductions, and a total for incentive /disincentive for both profile index and bumps.
The Contractor will be responsible for all traffic control associated with the
smoothness testing.
Any portion of the project may be retested if the Engineer determines that the
Contractor's test results are in question. If results are found to be inaccurate, the Contractor will
be charged at a rate of $155.34 per lane km [$250 per lane mile] that is retested, with a
minimum charge of $500.00. If the results are found to be accurate, the Department will be
paying the Contractor at a rate of $155.34 per lane km [$250 per lane mile] that is retested, with
a minimum charge of $500.00.
C4 Profile Index
The profilograph or IP shall be equipped with automatic data reduction
capabilities for determining the profile index (PI) unless otherwise authorized by the Engineer.
If manual reduction is allowed, the profilograph trace will be evaluated by the Contractor for the
profile index (PI) in accordance with California Method 526 on file with the Department
Bituminous Engineer. The original trace shall be provided to the Engineer
A profile index shall be calculated for each segment. If an IP is used the
corresponding International Roughness Index (IRI) for each segment shall be submitted to the
Bituminous Office. The index will be determined by summing the vertical deviations outside
either a 5 mm [0.2 inch] blanking band or outside a zero blanking band depending on the
number of lifts in the construction. The units of this index are mm per km [inch per mile].
When there is a segment of 76.2 in [250 feet] or less in length, the profilograph or IP
measurements for that segment shall be added to and included in the evaluation of the adjacent
section to that segment.
Bumps and dips equal to or exceedin g
foot] span shall be identified separately. When
uninterrupted bump, dip; or dip, bump combination
deviations that relate to one bump or dip on th
e
m 10.2 m in a 7.62m[0.4 inch ina25
the profile trace shows a successive,
(up to a maximum of 3 alternating trace
roadway), identify and evaluate these
occurrences as one event.
C5 Surface Correction
All areas represented by deviations of 28 mm [1.1 inch] or more, as measured by
the 7.62 in [25 foot] profilograph, will be corrected by the Contractor.
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J
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The Contractor may elect to correct pavement segments having no more than two
events or two individual bumps or dips with a vertical deviation of 10.2 to 25 mm [0.4 to 1.0
inch] in a 7.62 in [25 foot] span. Correction of segments with more than two events or two
individual bumps or dips, as defined above, will be allowed only when approved by the
' Engineer. The Contractor will be assessed a penalty for dips or bumps of 10.2 to 25 mm [0.4 to
1.0 inch] that are not corrected. Bumps and dips not corrected will also be included in the
evaluation for the segment smoothness. Corrected dips or bumps will be considered satisfactory
when the profilogram shows the dips or bumps are less than 10.2 mm in a 7.62 in [0.4 inch in a
25 foot] span.
Bump, dip, and smoothness correction work shall be for the entire traffic lane
width. Pavement cross slope shall be maintained through corrective areas.
' All corrective work shall be made by diamond grinding or approved equivalent,
overlaying the area, by replacing the area or by inlaying. Corrective methods shall be subject to
the approval of the Engineer. The Contractor shall notify the Engineer prior to commencement
of the corrective action. If the surface is corrected by overlay, inlay or replacement, the surface
correction shall begin and end with a transverse saw cut.
'
If the smoothness evaluation indicates that corrective work is necessary for more
than 50% of a segment, surface correction will be limited to mill and inlay (40 mm [1.5 inch]
min).
All corrective work shall be subject to the approval of the Engineer. After all
required correction work is completed, a final profile index shall be determined. Corrective
'
work and re- evaluation will be at the Contractor's expense.
C6 Payment
'
The cost of certified smoothness testing and associated traffic control will be
incidental to the cost of the Wear Course Mixture.
The Contractor may receive an incentive payment or be assessed a penalty based
on the number of segments and the initial profile index. The total ride incentive shall not exceed
10% of the total mix price for pavement smoothness evaluated under Table 2360.7 -C6A, 5% of
the total mix price for pavement smoothness evaluated under Table 2360.7 -C6B, or 5% of the
total mix price for pavement smoothness evaluated under Table 2360.7 -C6C. The maximum
allowable net incentive (total incentive minus disincentive) payment shall be calculated by
multiplying the total tons paved by the mixture price by the appropriate incentive cap. Pay
adjustments for incentives will only be based on the initial Profile Index before any corrective
work has been performed. Pavement that contains corrective action for profile or bumps is not
eligible for incentive pay. These payments or assessments will be based on the following
schedules.
The Contractor will not receive a net incentive payment for ride if more than 25%
of all density lots for the project fail to meet minimum density requirements.
82
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For each traffic lane, a penalty will be assessed for each bump or dip of 10.2 to 25
mm [0.4 to 1.0 inch] that is not corrected. Penalties, based on the table the profile index is
evaluated under, are as follows:
Table 2360.7 -C6A:
$900
Table 2360.7 -C6B:
$675
Table 2360.7 -C6C:
$450
Bumps or dips resulting from a construction joint will be assessed a $900 penalty,
regardless of the table used for evaluation of pavement smoothness.
The Engineer may, at his/her discretion, assess a penalty in lieu of requiring the
Contractor to take corrective action when the profile index for a segment indicates corrective
action is necessary.
Penalties, based on the table the profile index is evaluated under, are as follows:
Table 2360.7 -C6A: $560 per 0.1 km [$900 per 0.1 mile]
Table 2360.7 -C6B: $420 per 0.1 km [$675 per 0.1 mile]
Table 2360.7 -C6C: $280 per 0.1 km [$450 per 0.1 mile]
Table 2360.7 -C6A *
TA TTTTAT 'Dl?n F T'NM1PY PnR smm ro 7 MC"Hl RLANKTNG RAND
mm per km [Inches per mile]
per 0.1 km [per 0.1 mile
segment segment]
Dollars per
Segment
(Metric)
Dollars per
Segment
[English
0-13.4 [0.0 - 0.8 ]
210
335]
13.5-25.3 [0.9 - 1.6]
145
[225]
25.4-38.7 [1.7 - 2.4]
80
[115]
38.8 -78.9 2.5 -5.0
0
01
79.0-92.3 5.1- 5.8]
(80)
[(115 )]
92.4-105.7 5.9 - 6.7]
(145)
[(225 )]
105.8 - 118.3 6.8 - 7.5]
(210)
335
Over 118.3 [Over 7.51
1 Corrective Action
Corrective Action
* Typically, 3 -lift minimum construction
83
1
1
1
1
1
1
1
1
1
1
1
1
Table 2360.7 -C613*
INITIAL PROFILE INDEX FOR 5MM r02 INCHI RLANKINCT RAND
mm per km
per 0.1 km
segment
[Inches per mile]
[per 0.1 mile
segment]
Dollars per
Segment
(Metric)
Dollars per
Segment
[English
0 - 15.8
0.0 - 1.0
145
225
15.9 -31.6
r1.1 -2.0
100
150
31.7 - 47.3
2.1- 3.0]
55
[75
47.4 - 110.5
[3.1 - 7.0]
0
01
110.6 - 126.3
7.1 - 8.0]
(55)
[(75
126.4 - 142.0
[8.1- 9.0]
(100)
[(150) ]
142.1 - 157.8
9.1 -10.0
(145)
225
Over 157.8
Over 10.0
Corrective Action
Corrective Action
* Typically, 2 -lift construction
Table 2360.7 -C6C
INITIAL PROFTLF, INDEX FOR 5 m 1(12 INCHI RT.ANKTNCT RANT)
mm per km [Inches per mile]
per 0.1 km [per 0.1 mile
segment segment)
Dollars per
Segment
(Metric)
Dollars per
Segment
[English]
0-31.6 [0.0 - 2.0]
95
[150]
31.7-47.4 [2.1 - 3.0]
65
[100
47.5-79.0 [3.1 - 5.0]
35
[50]
79.1-158.0 [5.1 - 10.0]
0
[0]
158.1 - 189.6 [10.1- 12.0]
(35)
[ (50) ]
189.7 - 221.2 [12.1 - 14.0 ]
(65)
[ (100) ]
221.3 - 252.8 [14.1 -16.0]
(95)
[ 150 ]
Over (252.8) [Over 16.0]
Corrective Action
Corrective
Action
* 'Typically, single -lift construction
3.07 METHOD OF MEASUREMENT
A Asphalt Mixture
Asphalt mixture of each type will be measured separately by mass, based on the
total quantity of material hauled from the mixing plant, with no deductions being made for the
asphalt materials.
B Blank
C Asphalt Mixtures Measured by the Square Meter [Square Yard] per
Specified (mm [inch]) and for Mixtures Measured by the [Square Yard inch]
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Asphalt mixture of each type and for each specific lift will be measured separately
by area and by thickness on the basis of actual final dimensions placed. The constructed
thickness shall meet tolerances set forth in Sections 2360.7A.
Table 2331 -5
PAY FACTORS FOR SPECIFIED DENSITY
Field Density Pay Factor
(% of Marshall Density) (% of Contract Price)
95.0 of higher ..................................................................................................... ............................... 100%
94.0 to 94. 9 .......................................................................................................... ............................... 99%
93.0 to 93. 9 ....................................................................................................... ............................... 97.5%
92.0 to 92. 9 .......................................................................................................... ............................... 95%
91.0 to 91. 9 ....................................................................................................... ............................... 92.5%
90.0 to 90.9 ....................................................................................................... ............................... 87.5%
Lessthan 90.0 ........................................................................... ............................... Remove and Replace
3.08 BITUMINOUS PATCHING
Over any areas that need to be corrected (settlements, bird baths, etc.) one of the following methods
as required by the Engineer should be used for patching:
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(a) Wedge cut one inch (1 ") into the existing pavement around the outer limits of the area that I
needs to be patched, tack and fill with approved bituminous material.
(b) Tack area to be patched then skin patch with approved bituminous material and apply a seal
coat over patched areas. Seal coat should be "pea rock" or trap rock and applied as per
Section 3.09 Bituminous Seal Coat.
(c) Bituminous materials to be used in patch areas shall be in accordance with Section 2350 of
the current Minnesota Department of Transportation Standard Specification unless otherwise
directed by the engineer.
(d) Straight line cut (mill/colter wheel or saw cut) and remove. Tack edges to be patched and fill
with approved bituminous material.
Patching shall be done in such a manner to produce a smooth driving surface of which the patch or
patch edge shall not deviate from surrounding pavement. Milling of patches will be required when
any deviation occurs.
In areas where, in a 100 -foot length of street, measured from any area in need of repair or in either
direction and three or more patches /settlements are evident, a one and one -half inch bituminous
overlay shall be constructed over the entire length and width of the affected street section.
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In areas where trench settlements (of any kind) have occurred, corrections may be performed by
either the above - listed methods, or if, in the opinion of the Engineer, the existing bituminous is in
satisfactory condition, it may be repaired by a bituminous leveling course.
' Prior to any overlays deemed necessary, a minimum four -foot wide edge mill along the gutter line
shall be completed and any settlements shall be filled with bituminous material, leveled out, and
thoroughly compacted.
' 3.09 BITUMINOUS TACK COAT
' 3.10.1 DESCRIPTION (2232.1)
This work shall consist of improving the profile, cross slope, and surface texture of an existing
' pavement surface by machine (cold) milling preparatory to placement of another course thereon.
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The bituminous material for tack coat shall be applied in accordance with Section 2357 of the
current Minnesota Department of Transportation Standard Specification. The rate of application
shall be 0.05 gallons per square yard of surface or as approved by the engineer.
'
Tack coat shall be applied in a manner that will allow traffic movement on at least one side of the
street at all times without pick up or tracking of tack coat material.
At no time will the application of tack coat be applied by means other than a motor powered
distributor meeting the requirements of MnDOT Section 2321.3C 1.
'
3.10 MILL PAVEMENT SURFACE
' 3.10.1 DESCRIPTION (2232.1)
This work shall consist of improving the profile, cross slope, and surface texture of an existing
' pavement surface by machine (cold) milling preparatory to placement of another course thereon.
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CONSTRUCTION REQUIREMENTS
A Equipment
Pavement milling shall be accomplished with a power operated, self - propelled cold milling machine
capable of removing concrete and bituminous surface material as necessary to produce the required
profile, cross slope, and surface texture uniformly across the pavement surface. The machine shall
also be equipped with means to control dust and other particulate matter created by the cutting
action.
The machine shall be equipped to accurately and automatically establish profile grades along each
edge of the machine, within plus or minus 1/8 inch (3 mm), by referencing from the existing
pavement by means of a ski or matching shoe, or from an independent grade control. The machine
shall be controlled by an automatic system for controlling grade, elevation, and cross slope at a
given rate.
B Operations
The pavement surface shall be milled to the depth, width, grade, and cross slope as shown in the
Plans or as otherwise directed by the Engineer. Machine speeds shall be varied to produce the
desired surface texture grid pattern. Milling shall be performed without excessive tearing or gouging
of the underlying material.
The pavement milling operations shall be referenced from an independent grade control in those
areas where the Engineer considers such control is essential. The control shall be established and
maintained by the Contractor in a manner and in such position as the Engineer approves.
Milling operations shall be conducted so that the entire pavement width is milled to a flush surface at
the end of each work period, whenever the pavement is open to traffic. In case of uncompleted
operations resulting in a vertical or near vertical longitudinal cutting face, it shall be the Contractor's
responsibility to minimize the hazardous effects to traffic by resloping the longitudinal face to
provide a suitable taper, by constructing a temporary bituminous taper, or by otherwise providing the
necessary protective measures, as approved by the Engineer. Transverse cutting faces shall be
tapered at the end of each working period where traffic is permitted. To further provide for traffic,
the Contractor shall also construct temporary bituminous tapers at intersecting streets, around utility
appurtenances, and at all appropriate entrances during the milling operations, as ordered by the
Engineer.
The Contractor shall construct the temporary milled tapers and furnish, place, and remove temporary
bituminous tapers as incidental work for which no direct compensation will be made.
In areas inaccessible to the milling machine, the work shall be accomplished by other equipment or
methods acceptable to the Engineer.
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' After the milling operations are completed to the planned depth, the milled area shall be cleaned by
sweeping or vacuuming with equipment approved by the Engineer. Such cleaning shall be
performed to the satisfaction of the Engineer.
' Debris resulting from milling and cleaning operations shall be disposed of outside of the Right of
Way except as otherwise authorized by the Engineer.
' Milling at previously patched areas shall be performed to the required depth below the pavement
surface existing prior to the previous patch being placed, and not from the surface of the patch.
' The contractor shall take care to avoid disturbing or damaging any existing drainage or utility
structures on the Project. Any damage resulting from the Contractor's operations shall be repaired
by the Contractor at no expense to the City.
3.10.2 METHOD OF MEASUREMENT (2232.4)
' Pavement milling will be measured by the area of each type of surface removed. Measurements will
be of those areas milled as specified, based on actual finished dimensions of the work.
' 3.10.3 BASIS OF PAYMENT (2232.5)
Payment of pavement milling at the appropriate Contract price per unit of measure will be
compensation in full for all costs of performing the work as specified, including, but not limited to,
traffic control, cleanup, and disposal operations.
I Payment for pavement milling will be made on the basis of the following schedule:
Item No. Item Unit
2232.501 Mill Bituminous Surface square yard (square meter)
3.11 BITUMINOUS OVERLAY
This work shall consist of constructing a pavement overlay course of hot plant mixed bituminous
aggregate mixture on a prior approved prepared surface. It shall be constructed in a manner that
when complete, all low or high areas of the overlay surface have been adequately tolerated to
provide a smooth profile, cross slope and exhibit satisfactory ride ability. Overlays for all streets
shall consist of a minimum of two inches in compacted depth and meet all construction and material
specifications as stated in Section 3.00. Material for overlays shall be MnDOT 2350
MVWE35035E.
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SECTION 4.00 - MISCELLANEOUS CONSTRUCTION
4.01 SUBSURFACE DRAINTILE (2502)
See Section 2.21 of Sanitary and Storm Sewer Specifications.
4.02 UTILITIES (2504)
A.
Unless specified otherwise, this work shall be entirely at the contractor's expense.
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There shall be an inspection of the sanitary sewer, storm sewer and water main
utilities prior to the start of construction. The contractor shall notify the Engineer 24
hours in advance to aid in accomplishing this inspection. All deficiencies in these
existing systems prior to beginning street construction must be immediately brought
to the attention of the Engineer.
2. After the manholes and valve boxes are cleaned, and raised to proper grade prior to I
paving the wear course, they shall be inspected to assure trouble free operation.
3. The contractor shall be responsible for locating all curb boxes within the limits of the
project. The City has location ties to the curb boxes. The contractor shall notify the
Engineer at least 24 hours in advance of this location work so that a representative of
the Engineer can be present at all times while this work is being done and to aid in
the accomplishment of this work. This work shall be done prior to start of
construction. Prior to completion of the project, the curb boxes shall be adjusted to
be flush with final grade.
A final inspection of all utilities will be performed at the completion of the project for
acceptance. Adjustments shall be made as follows:
Sanitary Sewer All sanitary sewer manhole castings shall be left in place during the
paving operation. The castings shall be adjusted before the mat is laid and shall be
left one - quarter to one -half inch (1/4 — 1/2 ") below finished grade. Where the
Engineer requires or where it is impossible to adjust the structure with the addition or
removal of adjustment rings, reconstruction will be necessary. In such cases, it will
be necessary to add or remove manhole sections.
2. Storm Sewer Existing storm sewer castings shall be adjusted where necessary to be
two inches (2 ") below finished gutter line. In areas of surmountable curb the top of
casting shall match the top of curb.
3. Water Valve Boxes All water valve boxes shall be adjusted prior to paving the wear
course, and left one - quarter to one -half inch (1/4 — 1/2 ") below finished grade.
Thorough tamping of the material around the valve box is required. In the event the
valve box cannot be adjusted without the use of extensions, the contractor shall
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remove the upper section, place the necessary extension and replace the upper
section.
4. Grouting Adiustiniz Rings Adjustment rings are required to be grouted; the
contractor shall grout between rings, place the casting and - remove all excess grout
on the inside of the manhole by wiping smooth with a gloved hand or similar
instrument. Refer to detail plates for limitations on number of rings allowed. I and I
shields to be installed as specified.
4.03 WARRANTY (2505)
The contractor should take special note of the warranty provisions of these contract documents as
detailed in Sections 3.04 and 9.16 of the General Conditions of the Contract which are included as
part of this Standard Specification
4.04 WATER TO HOMES
The contractor shall be responsible (until completion of the project) for providing water to any
homes which have their individual water systems become inoperative due to dewatering operations
during the project construction
4.05 CONCRETE (2531)
A Concrete Curb and Gutter
All concrete curb and gutter shall be constructed in accordance with Section 2531 of the current
Minnesota Department of Transportation Standard Specifications, except as modified or altered
below:
1. Driveway openings in the curb shall be constructed as shown on the plans, standard
plates, or as directed by the Engineer in the field.
2. The contractor shall construct concrete gutters as detailed on the standard plate at the
end of these specifications, and as located on the plans.
3. Delete that portion of Section 2531 which requires that the concrete curb and gutter
joints be sealed with joint sealer material.
4. The contractor shall furnish without charge all concrete samples needed for test
cylinders, slump tests, air entrainment tests, and other tests ordered by the Engineer.
5. For surmountable curb installations, all radii at intersections shall be B -618 concrete
curb and gutter with a 10 -foot taper section, on each side of the radius.
6. Where a curb machine is used, the contraction joints shall be formed or sawed at 10
foot intervals as approved by the engineer to a depth of two inches (2 ") from all
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exposed surfaces. Provide full depth expansion joints where indicated on detail
plates, on the plans, against fixed objects and/or at 200 foot intervals.
7. After the concrete is finished and "broomed ", the contractor shall spray it with a
spray membrane curing compound conforming to MnDOT specifications, section
3754.
8. Concrete used for all curb and gutter shall meet the requirements of MnDOT Section
2461.3 for slip form mix no. 3A22 and for manual placement no. 3A32 with granite
aggregate.
B Concrete Sidewalk
All concrete sidewalk shall be constructed according to Section 2521 of the current Minnesota
Department of Transportation Standard Specifications, except as modified or altered below:
Delete that portion of Section 2521 which requires that the sidewalk be sealed with
joint sealer material.
2. Calcium Chloride Type 1 or 2, MnDOT Specification 3753 shall not exceed 2% of
the weight of the cement incorporated into the mix.
3. Concrete used for sidewalk shall meet the requirements of MnDOT Section 2521,
mix no. 3A32 with granite aggregate.
C Reduced Payment Associated With Deficient Strength Requirements On All Concrete
Construction
If the Specified Strength requirement has not been obtained on the date specified, the mixture with
failing tests will not be accepted for payment at the Contract bid price. If the material strength is in a
range within 95% of the specified strength, in lieu of being removed and replaced acceptably, will be
accepted at a reduced price in accordance with the schedule shown below. All material below 95%
of the specified strength will be removed and replaced to specified requirements. The appropriate
pay factor will be applied to the quantity of mixture represented by the failing test. Two core
samples of each failing test will be permitted and the higher of the two tests will be used in
determining the pay factor. All re- testing shall be done within a time frame determined by the City
Engineer.
Strength Requirements Pay Factor
(% Below Specified Minimum) (% of Contract Price)
0% .................................................................
............................... ...........................100%
0 to 1% ......................................................................................
............................... 98%
1 to 2% ........................................................................................
............................... 95%
2 to 3% ........................................................................................
............................... 90%
3 to 4% ........................................................................................
............................... 85%
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4 to 5% ............................................................................................ ...........................75%
' More than 5% .................................................. ............................... Remove and Replace
The Contractor does not have the option of taking a price reduction in lieu of complying with
' the Specifications Material not meeting requirements shall not knowingly be placed in the work.
Should any non - conforming material be inadvertently placed in the work, it will be up to the City
Engineer to determine whether the non - conforming work will be allowed to remain in place or
' removed and replaced or otherwise corrected to meet specifications. Non - conforming material that
is allowed to remain in the project shall be subject to the price reductions listed below for the
indicated test provided the material was placed to the satisfaction of the Engineer. Otherwise the
' Engineer may make the determination according to other procedures addressed in MnDOT
Specification 1503.
' With failing or borderline material, make sure next load is tested before it is incorporated into the
work.
'
Cl General
1.
Price reductions that are not part of the Contract should not be issued unless the price
'
reduction is in excess of $350. If the calculated price reduction is equal to or less
than $350, it shall be documented as substantial compliance. At the discretion of the
Engineer, several smaller price deductions may be lumped together to comply with
'
the $350 minimum to alleviate a continuous marginal failure problem.
2.
Bid prices for the project in question should be reviewed prior to calculating a price
reduction. If the bid prices are considerably below average prices, then the price
'
reduction should be assessed based on: (1) the average bid price as determined by
the City Engineer or (2) a fair market value.
'
3.
The price reduction shall represent only the quantity of material represented by the
sample and actually used.
'
Example: A quantity of ready mixed concrete is placed in the work. A slump
test indicates failing material. Then the price reduction would only
apply to that load of ready mix represented by the test, not by all
'
concrete placed since the last passing test.
'
4.
The price reduction will normally be the quantity represented by the failing test times
price reduction per unit quantity (tons, gals, etc.) determined from the "Schedule of
Price Reductions" times the bid price of (2) above.
'
5.
The following guide for price reductions on non - conforming construction materials
shall be used when not addressed in the contract:
C2 Schedule
of Price Reductions For Materials For Concrete Construction
Slump
- Isolated tests (not consistently high or low)
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(See MnDOT Specification 2461.4A4a). Slumps that are consistently high or low require corrective
action by the Contractor's quality control personnel. When test results are inconsistent or
borderline, every load should be tested.
1. Remove and replace the concrete or comply with the following:
GENERAL CONCRETE
1 "(25 mm) to 2" (50 mm) specified
2.25" - 2.50" (55 mm - 60 mm)
2.75" (65 mm - 70 mm)
3" - 3.50" (75 mm - 90 mm)
3.75" - 4.25" (95 mm - 105 mm)
>4.25" ( >105 mm)
OK Tolerance
Substantial Compliance
OK if strength is satisfactory and placement
satisfactory
Pay at 75% of unit bid price or deduct concrete price
Pay 25% of unit bid price
2 11 (50 mm) to 3 "(75 mm) specified
3.25" - 3.75" (80 mm - 95 mm)
4" (100 mm)
4.25" - 4.50" (105 mm - 110 mm)
4.75" - 5"
(115 mm - 125 mm)
>5"
( >125 mm)
<2.00"
(50 mm)
OK Tolerance
Substantial Compliance
OK if strength is satisfactory and placement
satisfactory
Pay 75% of bid price or deduct concrete price
Pay 25% of bid price
No deduction if material can be satisfactorily placed
3 11 (75 mm) to 4 11 (100 mm) specified
4.25" - 5" (105 mm - 125 mm)
5.25" (130 mm)
5.50" - 5.75" (135 mm - 145 mm)
>5.75" ( >145 mm)
2" - 2.75" (50 mm - 70 mm)
OK Tolerance
Substantial Compliance
OK if strength is satisfactory and placement
satisfactory
Pay 25% of unit bid price
OK if strength is satisfactory and placement
satisfactory
2. Air Content Out of Compliance (See MnDOT Specification 2461.4A4b)
3. Low Slump Concrete (See MnDOT Specification 2404.2B2)
4.06 BITUMINOUS CURB (2535)
All bituminous curb shall be constructed in accordance with Section 2535 of the current Minnesota
Department of Transportation Standard Specification, except as modified or altered below:
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a. Driveway openings in the curb shall be constructed as shown on the plans, standard plates,
or as directed by the engineer in the field.
b. The contractor shall provide all samples needed for tests ordered by the engineer.
C. Where specified, a bituminous berm shall be constructed along the edge of the roadway
instead of a bituminous curb. The bituminous berm shall meet the requirements of Section
2535 except that the berm shall be formed by a shoe attached to the paver. The berm section
shall be as shown on the plans.
d. Bituminous curb shall not be used to tie in catch basin inlets or manholes. Concrete sections
shall be poured in these areas.
4.07 BITLMNOUS TRAEUPATHWAY
Bituminous trail/pathway shall be constructed in accordance with Standard Detail Plate 5216.
4.08 ELECTRIC LIGHTING SYSTEMS (STREET LIGHTING)
I A General
' The street lighting system shall comprise all of the work shown on the respective plan and detail
sheets for the system, complete, in place and in operation, all in accordance with the current
Minnesota Department of Transportation "Standard Specifications and for Construction" except
as shown and noted in the drawings and modified in these specifications.
The distribution circuits of the lighting system shall consist of two conductors. The two
' conductors shall constitute 240 volt circuits. Lighting circuits shall be installed complete to each
standard.
' All circuit wires including runs between light poles and street crossings shall be placed in
conduit. Splice boxes or handholes shall be installed at all street crossings that serve an opposite
side light pole.
' Power supply to the lighting system is unmetered 120/240 volt, single phase, alternating current.
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B Permits and Inspections
Obtain and pay for all permits and inspections required for the electrical work, arrange for
inspections to be performed and furnish a Certificate of Final Inspection and approval by
enforcement authorities.
C Standards
The following industry standards are considered minimum requirements:
1. Standard rules and regulations of the Institute of Electrical and Electronic Engineers.
2. Rules and regulations of the National Fire Protection Association - NFPA No. 70.
3. National Electrical Manufacturers Association Standards.
4. American National Standards Institute.
5. National Electrical Safety Code.
6. Minnesota Department of Transportation Standard Specifications for Construction, 1988
Edition.
7. Other Industry Standard Listings per MnDOT 2545.2A.
D Codes, Ordinances and Regulations
The National Electric Code, together with applicable state and city ordinances or regulations,
shall be considered as establishing minimum requirements for the work.
Ascertain the existence of, and comply with, any interpretations and/or enforcement policies of
the local enforcement agencies or individuals peculiar to this area or to this particular
installation.
Where these specifications call for materials or construction of better quality or larger size than
required by the above rules and regulations, the provisions of the specifications shall take
precedence.
E Conduit
All rigid steel conduits (R.S.C.) shall meet the requirements of MnDOT 3801. Rigid Steel
Conduit (R.S.C.) shall be installed at all roadway crossings as shown in the Plans. The RSC
shall be installed by auguring or jacking methods and not by open trenching across the roadways.
When auguring or boring operations through a roadbed are abandoned for any reason, the
resultant voids shall be grouted to the satisfaction of the Engineer.
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F Conductors
1. Pole Wire - The pole wire from the in -line fuse connector and the distribution
cables to the luminaries and photo cell wires shall be No. 12 AWG copper wires
type R.H.W., T.H.W., or X.H.H.W. rated 600 volts.
2. Branch Circuit Conductors - The branch circuit conductors and feeder wires, shall
by type T.H.W.N., or T.H.W., or type X.H.H.W. copper rated 600 volts.
G Fuses
Light standards in the 240 volt system shall include in -line fuse holders with fuses (3 amps) in
the phase conductors to the luminaire ballast. Breakaway fuse holders shall be installed at the
' handhole of the light standards.
H Grounding
System shall be solidly grounded throughout. Lighting standards, lighting service cabinet,
ground rods and any exposed metal system components shall be solidly bonded to the system
equipment ground conductor with accessible mechanical approved grounding connectors.
Ground rods shall be 5/8" x 15' for lighting service cabinet and 5/8" x 10' for lighting standards
and shall be copperweld type.
I Feed Point
' Power will be supplied to the system from utility owned pole or pad mounted transformer. Make
all provisions and arrangements for service as required by the respective utility agency.
' Lighting service cabinet shall be pad mounted type T1 in accordance with MnDOT Standard
Plate No. 8140A. Enclosure shall be a NEMA 3 rated minimum 12 gauge steel cabinet with
gasketed full hinged doors and padlock hasps. Suitable galvanized steel anchor bolts with
double nuts to be provided for concrete foundation mounting. Inside of cabinet shall be finished
with white enamel on suitably prepared surface.
L
Service cabinet equipment, as applicable, shall be as specified below, or equal.
Lightning Arresters McGraw Edison Type L
Panelboard Square D NQOB
Circuit Breakers Square D Q1B & QO
Contactor Allen Bradley Bulletin 500L
Selector Switch Allen Bradley Bulletin 800H
Lighting service cabinet concrete foundation shall be provided in accordance with City of
Chanhassen's Standard Plate No. 5234B.
.
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The contractor shall furnish and install 2" R.S.C. stubouts from the lighting service cabinet
through the foundation. One 2" R.S.C. shall be provided for the lighting service cabinet to the
utility transformer and two conduits (2" R.S.C.) shall be provided for the lighting circuits. One
2" R.S.C. shall be provided as a spare.
J Lighting Equipment
Lighting equipment shall be as described herein. Each lighting unit shall be complete as
described with luminaire, standard or supports, auxiliaries, internal wiring, mounted accessories,
etc. All equipment shall be UL labeled.
Luminaries shall be or weather proof construction. Ballasts for HID lamps shall be high power
factor regulator type operations to -20 degrees F. All internal parts of luminaire shall be readily
accessible. ,
Lighting standards shall be as individually described hereinafter. Concrete shall be Mix No.
3Y43 and shall cure 28 days before placing lighting equipment. Anchor bolt assemblies shall be
provided by the lighting standard manufacturer.
K Lighting Unit
Roadway lighting unit including foundation, standard and luminaire.
A. Foundation - Shall be as per the City of Chanhassen's Standard Plate No. 5234A
modified to include anchor rods and anchor rod bolt pattern as per pole manufacturer's
recommendations or as modified per base detail as indicated on the drawings. Anchor '
rods shall be furnished by the pole manufacturer; anchor bolt assemblies shall be high
strength steel with top 12" galvanized after threading, galvanized break -away couplings
and galvanized double nuts. ,
Each foundation shall include three non - metallic conduit (N.M.C.) stubouts. The
stubouts shall be 2" N.M.C. for feeders and one 3/4" N.M.C. for grounding conductor.
L Residential Street Lighting
Street lighting in residential areas shall conform to Xcel/Minnesota Valley Electric Group V ,
rating. Street light fixtures shall be the Xcel/Minnesota Valley Electric Traditional, Acorn, or an
approved equal style.
4.09 FENCE RESTORATION (2557)
Removal and relocation or restoration of any fences disturbed shall be considered incidental to the
cost of the project.
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' 4. 10 PAVEMENT MARKINGS (2563)
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A. Applications shall be in accordance with MnDOT specifications and the Minnesota Manual
on Uniform Traffic Control Devices, and as supplemented or modified by Chanhassen Detail
Plates. A portion of the MnDOT requirements are as follows:
1. At the time of applying the marking material, the application area shall be free of
contamination. The Contractor shall clean the roadway surface prior to the line
application in a manner and to the extent required by the Engineer.
2. Glass beads shall be applied immediately after application of the paint line.
3. Pavement markings shall only be applied in seasonable weather when the air
temperature is 50 degrees F or higher, and shall not be applied when the wind or
other conditions cause a film of dust to be deposited on the pavement surface after
cleaning and before the marking material can be applied.
4. The filling of tanks, pouring of materials or cleaning of equipment shall not be
performed on unprotected pavement surfaces unless adequate provisions are made to
prevent spillage of the material.
No striping operations will be permitted between sundown and sunrise without
written permission from the Engineer.
6. All material shall be placed in a workmanlike manner, which shall result in a clearly
defined line that has been adequately reflectorized with glass beads.
7. All pavement striping shall be 4 inches wide unless designated otherwise on the
plans, and skip lines shall be in lengths of 10 feet separated by gaps of 40 feet. All
pavement striping shall be a minimum of 15 mils thick (wet thickness).
8. Glass beads shall be uniformly applied at a rate of 6 pounds per gallon.
9. A reduction in pay shall be made for reduced thickness and/or width. Width shall be
computed by random measuring. Thickness shall be computed by the following
formula:
Thickness = Gallons x 231
Length x Width
10. Application for the marking material shall be such as to provide uniform film
thickness throughout the coverage area. Stripe ends shall be cleaned out and square,
with a minimum of material beyond the cutoff.
11. Maintenance of traffic during pavement marking operations.
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B. The contractor shall furnish and place, without extra compensation, all necessary warning '
and direction signs to maintain traffic during all pavement marking operations, and shall
provide such protection to the uncured markings as may be necessary until traffic may cross
them without any damage thereto. Traffic control during the striping operation shall be safe
and satisfactory to the Engineer or all marking operations shall cease until traffic control
meets with the Engineer's approval. Traffic control requirements may include, but are not
limited to, furnishing a pilot car and/or flagpersons. Traffic shall be allowed to keep moving '
at all times, and the striping equipment shall be operated in such a manner that will not force
traffic to cross uncured markings. Protection devices such as "cones shall be of an approved
typed that will not cause damage to the vehicle when accidentally struck.
C. Payment for pavement markings shall be paid for at the contract unit price per linear foot or
as otherwise specified. I
4.11 STREET SIGNS AND POSTS
A. Installation shall be in accordance with the Minnesota Manual on Uniform Traffic Control
Devices, and as supplemented or modified by Chanhassen Detail Plates.
1. Residential Street Sign (Formerly embossed plates)
Post: 12 foot galvanized tubular (2 -3/8" outside diameter)
Bracket: E -450 type bracket assembly, black.
Signs: White on dark brown - Single faced, Hi- intensity on .063 aluminum. White
E -450 border (white around bolt). E -450 size radius corner, punch and notch
for E -450. All upper case same size letters. 6" and 9" plates used.
B. For private streets signs shall be the same as above, except lettering to be white on blue
background.
C. Small Highway Sign Supports
Posts are to be of a modified channel design with two ribs along the back of each
post as well as each toe.
2. Post shall be fabricated from high - strength billet steel with minimum yield strength
of 80,000 PSI and minimum tensile strength of 100,000 PSI.
Post installation shall be composed of two 7 -foot lengths. The upper section shall
weigh 2.5 lbs /ft and the lower section shall weigh 3 lbs /ft before punching. The
posts shall be punched with continuous 3/8 -inch diameter holes on 1 -inch centers for
the entire length of the post. The first hole shall be 1 inch from the top.
4. The posts shall be hot dip galvanized to ASTM -Al23.
4.12 PROTECTION AND RESTORATION OF VEGETATION (2572)
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This work consists of protecting and preserving vegetation from damage and taking corrective action
when damage occurs. Vegetation includes but is not limited to trees, brush, roots, woody vines, and
perennial forbs and grasses. All work done shall conform to Section 2572 of MnDOT Standard
Specifications.
4.13 EROSION CONTROL (2573)
The Contractor shall be solely responsible for the installation, maintenance and removal of all
sediment and erosion control measures within the project areas. The Contractor shall install fabric
fences, culverts, check dams, sediment traps, hay and/or straw, etc. and all other such appropriate
procedures as may be required to prevent sedimentation or erosion as noted on the plans or as
directed by the Engineer. Upon completion of the project and restoration of all disturbed areas, the
City will authorize the removal of all sediment and erosion control measures. The contractor shall
remove and dispose of the erosion and sediment control measures.
4.14 TURF ESTABLISHMENT (2575)
All turf establishment shall be in accordance with Section 2575 of the current Minnesota Department
of Transportation Standard Specification, except as modified or altered below:
A Sodding
The Contractor shall furnish and install sod and topsoil to the areas designated by the
engineer.
2. The sod shall meet the requirements of MnDOT Specification 3878.
3. The Contractor shall use a sod cutter to make a straight line cut at full sod widths to
match existing areas. Waste material shall then be removed and the area prepared to
allow a depth of four inches (4 ") for topsoil placement.
4. The topsoil shall not be placed until the Engineer has inspected the area and
approved the subgrade preparation and topsoil materials.
The topsoil fine grading shall not be completed more than 24 hours prior to the sod
laying operation. The contractor shall be required to remove topsoil placed on
unapproved areas or topsoil which does not meet MnDOT Specification No. 3877
with such removal being done at the contractor's expense.
6. The Contractor shall not dump the topsoil on the street unless specifically approved
by the engineer in the field. Topsoil dumped on the street shall not be allowed to
remain overnight unless proper safety flashers are installed and approved by the
Engineer in the field.
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7. At all times during grading, preparation and sod laying, it shall be the Contractor's
responsibility to see that all catch basins in the working area are kept clean. Gutters
shall be cleaned and free of dirt and other materials at the end of each working day to
ensure proper drainage.
8. Watering of the sod shall be the responsibility of the Contractor.
9. Fertilizer, analysis 10- 10 -10, shall be applied to all sod areas at the rate of 1,000
lbs. /acres.
B Seeding
1. The Contractor shall furnish and install seed and four inches (4 ") of topsoil to the
areas designated by the Engineer. Imported topsoil may be required.
2. Seed mixture 80B shall be used in all rural seeding operations as determined by the
Engineer and seed mixture 50B shall be used in all urban seeding operations as
determined by the Engineer.
3. The seeding shall not be done until the Engineer has inspected the area and approved
the subgrade preparation and topsoil materials.
4. If so directed by the Engineer, the Contractor shall reseed, at his/her cost, any area on
which the original seed has failed to grow.
5. Fertilizer, analysis 10- 10 -10, shall be applied to all seed areas at the rate of 1000 '
lbs /acre.
6. Type 1 mulch shall be applied in accordance with Section 2575.3 of the current
Minnesota Department of Transportation Standard Specification. Areas to be
mulched shall be as shown on the plans or as directed by the Engineer in the field.
C Hydroseeding
Unless specifically stated, all hydroseeding applications shall conform to Section 2575.3
of the current MNDOT Standard Specification for Construction including both D and N.
1. Site Preparation
a. Verify that areas to receive hydroseeding are free of stones larger than 1' /2
inches in diameter, weeds, debris and other extraneous material. The
surface shall also be free of tire ruts, rills and low spots where "bird baths"
may form.
b. Verify that grades are within acceptable tolerances of required finished
grade and that drainage will be per design.
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C. Site shall have received four inches (4 ") of topsoil. Import may be
required.
d. Apply water to areas to be seeded as necessary to bring soil to optimum
soil moisture content for planting.
e. Seeding shall not be done until the engineer has inspected the area and
approved the subgrade preparation and topsoil materials. .
2. Method
a. Slurry shall be mixed on -site and shall include seed, cellulose fiber mulch,
fertilizer, organic soil binding agent, and any soil amendments.
b. Equipment shall have a built in agitation system sufficient to agitate,
suspend and homogenously mix the slurry.
C. Rapid stabilization method 3 shall be used on all slopes greater than 10%
and on all slopes with a positive gradient toward all impaired waters that
are not to be sodded.
d. Direct the spray operation such that the procedure will drill and mix the
slurry components into the soil to the greatest extent practicable.
e. Seeding shall not be done in excessively windy conditions (greater than 15
mph) or when soil is overly wet or frozen.
f. Seed cannot be left in slurry in excess of one (1) hour.
3. Materials
a. Seed — Unless otherwise noted, all measurement of seed shall be in pure
live seed (PLS). The following seed mixtures and rate of application shall
be used per the plan.
i. MnDOT Mixture 270 at 120 lbs. /acre (bulk weight).
ii. BWSR Mixture W6 (Native Wet Prairie) at 10 PLS lbs. /acre.
iii. BWSR Mixture U16 (Native General Roadside) 30 PLS lbs. /acre.
b. Hydraulic Soil Stabilizer shall be either Type 5 or Type 6 as defined in
Section 3884.2 of the current MnDOT Specifications for Construction
Manual.
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Topsoil used for sodding and seeding areas shall be in accordance with Section 3877 of the
current Minnesota Department of Transportation Standard Specification.
Street Sweeping
The Contractor shall sweep the streets following the completion of the sodding and seeding
operations. All sweeping shall be completed within two (2) calendar days after completion of
the sodding and seeding operation. This sweeping shall be with a pick -up power sweeper and
shall continue until all loose material is completely cleaned up to the satisfaction of the
Engineer. Also, all catch basins shall be cleaned within the same time requirements stated
above.
F Basis of Payment
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C.
Fertilizer shall be a commercial grade, slow release, complete fertilizer
applied at a rate of 2001bs. /acre.
4. Maintenance and Establishment
a.
Care shall be taken to avoid overspray onto fences, walls, other structures,
other plant material, other planting areas and paved areas. The contractor
shall be responsible for washing the overspray from these areas.
b.
The contractor shall request that the planted areas be inspected within 24
hours of completion.
C.
The work includes a grass - establishment period of 30 calendar days
commencing immediately after completion and acceptance of initial
hydroseeding application.
d.
If, during the establishment period, areas are lacking sufficient seeding to
assure adequate stands of acceptable vegetation, such areas shall be re-
cultivated and reseeded within 48 hours of notification from the Engineer.
e.
The establishment period, in this case, shall be continued until the work
meets the specified requirements.
f.
The establishment period shall include continuous operation of watering,
weeding, mowing, fertilizing, spraying, insect and pest control and any
other normal operation required to assure proper growth.
g.
Only RodeoTM, C -2, 4 -D and AccordTM shall be used within 50 feet of
streams, wetlands and ponds.
To P soil
Topsoil used for sodding and seeding areas shall be in accordance with Section 3877 of the
current Minnesota Department of Transportation Standard Specification.
Street Sweeping
The Contractor shall sweep the streets following the completion of the sodding and seeding
operations. All sweeping shall be completed within two (2) calendar days after completion of
the sodding and seeding operation. This sweeping shall be with a pick -up power sweeper and
shall continue until all loose material is completely cleaned up to the satisfaction of the
Engineer. Also, all catch basins shall be cleaned within the same time requirements stated
above.
F Basis of Payment
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1. Sodding The contract price bid for the sod shall include the cost of furnishing and
installing 4 inches of topsoil under the sod.
' 2. Water (sod) The cost shall be considered incidental to the project.
3. Roadside seeding The contract price bid for the roadside seeding shall include the
cost of furnishing and installing 4 inches of topsoil over the area to be seeded.
' 4. Commercial fertilizer The unit of measurement and basis of payment shall be by the
pound.
4.15 GEOTEXTILE STABILIZATION FABRIC
' Geotextile fabric shall be used where shown on the plans, and shall be Amoco 2002 or Marifi 500X
or approved equivalent. The fabric shall be overlapped a minimum of two feet (2'). The fabric in
extremely bad soil conditions may need to be sewed together as directed by the engineer, and shall
be paid for at an agreed upon hourly rate.
Payment for the fabric shall be in square yards in place, and excluding overlap.
4.16 SEGMENTED MASONRY RETAINING WALL UNITS (2411)
PART A (DRY CAST)
ALL Scope
t This specification covers segmental masonry units for use in the construction of mortarless
walls. Locations and wall heights shall be as shown on the plans and/or as directed in the field
by the Engineer.
A1.2 Requirements
General
Each wall that exceeds four (4) feet in exposed height shall be designed and certified by a
registered professional engineer of the State of Minnesota. Design shall be submitted to the
Engineer for review. In addition, the Contractor shall submit the following for all wall design:
r a. Manufacturer's literature: materials description and installation
instructions.
b. Shop drawings: Retaining wall system design including wall heights,
reinforcement and drainage provisions approved by a registered professional
1 engineer.
C. Color sample for selection by owner.
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d. A one (1) foot square piece of geotextile reinforcing as required by the
Engineer.
Materials '
Each manufacturing facility shall provide the Engineer with a copy of their quality control plan
and procedures, including testing rates and material sources. Each manufacturing facility shall '
also supply test reports and documentation to verify compliance with this specification.
The units shall conform to ASTM C1372, except that:
a. The minimum compressive strength requirements shall be 38 Mpa (5500
psi) for any individual unit and 40Mpa (5800 psi) for the average of 3 I
units.
b. The freeze /thaw durability of wall units tested in accordance with ASTM
C 1262 in a 3% saline solution shall be the minimum of the following:
1) The weight loss of each of five test specimens at the conclusion of
90 cycles shall not exceed 1% of its initial weight; or:
2) The weight loss of 4 out of 5 test specimens at the conclusion of
100 cycles shall not exceed 1.5% of its initial weight, with the
maximum allowable weight loss for the 5"' specimen to not exceed 10 %.
C. The freeze /thaw durability of cap units test tested in accordance with
ASTM C 1262 in a 3% saline solution shall be the minimum of the
following:
1) The weight loss of each of 5 test specimens at the conclusion of 40 ,
cycles shall not exceed 1% of its initial weight; or:
2) The weight loss of 4 out of 5 test specimens at the conclusion of 50 cycles
shall not exceed 1.5% of its initial weight, with the maximum allowable
weight loss for the 5 specimen to not exceed 10 %.
d. Cap units must meet the requirements of (a) and (c) and have a top surface
sloped at minimum of 1 mm fall per 10 mm run (1 inch fall per 10 inches
run) front to back or be crowned at the center.
e. ASTM C 1262 test results shall be recorded and reported in 10 cycle
intervals.
Note: It is the intention of this testing that 100% of the wall units and cap units meet the
weight loss requirements for (bl) and (cl) respectively, or the a minimum of 80% of the
wall units and cap units tested meet the weight loss requirements for (b2) and (c2)
respectively. If a manufacturer chooses to increase the sample size tested beyond the 5
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units required for each block type, these percentages will still apply to the sample size
chosen (i.e. if a sample size of 7 blocks is tested a minimum of 6 must meet the weight
loss requirement of (b2) and (c2), if a sample size of 10 blocks is tested a minimum of 8
must meet the weight loss requirement).
A1.3 Sampling And Testing
Shall conform to ASTM C 140, except that:
Section 6.2.4 shall be selected and replaced with: "The specimens shall be coupons cut from a
finished side or back shell of each unit and sawn to remove any face shell projections. The
coupon size shall have a height to thickness ratio of 2 to 1 before capping and a length to
thickness ratio of 4 to 1. The coupon shall be cut from the unit such that the coupon height
dimensions are in the same direction as the unit height dimension. Compressive testing of full
size units will not be permitted. The compressive strength of the coupon shall be assumed to
represent the net area compressive strength of the whole unit ".
Cap units and wall units shall be sampled and tested as separate block types.
Each manufacturing facility is required to sample and test each block type at the rate of one set
of samples per 5000 units of continuous production or fraction thereof (if production is
interrupted) as part of their overall quality control testing. Each 5000 units of continuous
production (or fraction thereof) shall constitute a lot.
Example: If 12,000 wall units are produced in a continuous production
run, this would constitute 3 lots and 3 sets of samples would be required.
If 6000 units are produced in each of two production runs (12,000 total)
then 2 sets of samples would be required from each separate production
run or lot (4 sets of samples total).
Minimum manufacturing testing shall include a minimum of 5 randomly selected units from
each lot and the following testing on each set of samples:
a. Compressive strength (average of 3 units)
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b. Freeze -thaw durability (average of 5 units)
Test results from each lot of production shall be provided to the Engineer within 30 days of the
completion of testing and prior to the incorporation of any material into a project. The test report
will clearly state the production lot number represented by the test results. This lot number shall
correspond with the lot number supplied with the block on the certificate of compliance as
outlined in section 2.1 below.
A.2.1 Acceptance And Use
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All block manufacturers complying with the requirements of Sections 1.1, 1.2 and 1.3 above
shall submit test results supporting this compliance to the Engineer. An approved products list s
on file in the MnDOT Foundations Unit and can be viewed on the MnDOT website at:
http://www.mrr.dot.state.mn.us/geotechnical/foundations.aM
Block types and manufacturing facilities not on this list shall not be allowed for use.
All block submitted for use on MnDOT or Federal -Aid projects shall be accompanied by a '
certificate of compliance attached to each pallet of block (MnDOT specification 1603). The
certificate of compliance shall include the name and address of the manufacturing facility, date
of manufacture and lot number, in addition to all other required information. ,
A.2.2 Method Of Measure
Measurement will be made by the square foot for the area of the wall face above and below
finished grade furnished and installed as specified.
A2.3 Basis Of Payment ,
Payment will be made under unit (Modular Block Retaining Wall). Payment will include all
labor and materials required to completely construct the wall including, but not limited to,
backfill, drainage system components, geo -grid (as required), stain, sealer and aggregate base
material. Common Excavation for the wall will be paid under a separate line item.
4.17 MINOR CONCRETE STRUCTURES
PART B (WET CAST) '
B 1.1 Description I
This work shall consist of the construction of a modular block retaining wall where shown on the
plans. Locations and wall heights shall be as shown on the Plans and /or directed in the field by
the Engineer. Wall design shall include aggregate foundation, drainage rock, geo -grid tiebacks
(as required), subdrainage system, staining, sealant and all other materials necessary to construct
the wall.
A Concrete
- Concrete shall be 3Y32 (Mn/DOT Certified Mix) and have a minimum 29 day
compressive strength requirement of 4,000 psi for any individual load bearing
unit.
- Concrete blocks shall be wet cast and shall be 6% air entrained by volume.
- Blocks shall be a minimum of 16" high, 48" wide and 24" deep.
- Exterior face pattern shall be limestone textured rockface as approved equal.
Apply per manufacturer's recommendations.
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B Sealant
After construction of the wall, apply TK- 290 -12 sealant as manufactured by TK products
Minnetonka, MN 952- 938 -7223 or approved equal. Apply per manufacturer's
recommendations.
' C Staining
Wall face shall be stained to wall manufactures recommendations after sealant is applied. See
6.00 Part C.
B1.3 Construction Requirements
A General
The wall system shall be constructed in accordance with the manufacturer's recommendations
upon review of the design methodology by the Engineer.
B Manufacturer
Modular Block Retaining Wall shall be RECON Wall Systems Inc. (612- 374 -1113) or approved
equal.
' C Submittals
' Each wall that exceeds two (2) feet in exposed height shall be designed and certified by a
registered professional Engineer of the State of Minnesota. Design shall be submitted to the City
Engineer for review. In addition, the Contractor shall submit the following for all wall design:
1. Manufacturer's Literature: Materials description and installation
instructions.
' 2. Shop Drawings: Retaining wall system design including wall
heights, reinforcement, and drainage provisions approved by a
Registered Professional Engineer.
' 3. Color sample for selection by Owner.
4. A one (1) foot square piece of geotextile fabric reinforcing as
required by the Engineer.
D Delivery, Storage and Handling
Contractor shall check the materials upon delivery to assure that proper materials have been
received and then protect the materials from damage. Contractor shall prevent excessive mud,
wet cement, epoxy and like materials, which may affix to the materials, from coming in contact
with the materials. No damaged materials may be used on the project.
E Footing Construction
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Shall be as recommended by the manufacturer. Over excavated areas shall be filled with select
granular backfill material and compacted to 95% standard proctor density. Base material shall
be compacted so as to provide a level hard surface on which to place the first course of units.
Compaction shall be with mechanical plate compactors with density obtained by the Ordinary
Compaction Method.
F Wall Construction '
First course of block shall be placed on the prepared base and then checked for level, alignment,
and full contact with the base. Units shall be placed end to end for the full length of the wall
alignment. The alignment shall be set by using a string line or offset from a base line.
G Backfill and Compaction ,
Shall be in accordance with the manufacturer's recommendations and commence immediately
after placement of the first course.
B 1.4 Method Of Measure
Measurement will be made by the square foot for the area of the wall face above and below
finished grade furnished and installed as specified.
B 1.5 Basis Of Payment '
Payment will be made under the unit price (Modular Block Retaining Wall). Payment will '
include all labor and materials required to completely construct the wall including, but not
limited to, backfill, drainage system components, geo -grid (as required), stain, sealer and
aggregate base material. Common Excavation for the wall will be paid under a separate line
item.
4.18 SEGMENTAL MASONRY RETAINING WALL SURFACE SEALING
PART C
C 1.1 All segmental masonry retaining walls shall have their surfaces sealed. '
Segmental masonry retaining wall surface sealing shall consist of preparation, furnishing and
applying the surface sealer to the top, exposed front face, and backside of the upper three courses
of all walls.
Surface sealers shall meet requirements on file in the MnDOT Concrete Engineering Unit (651-
779- 5572). The list may also be viewed on the MnDOT website at:
www.mrr. dot. state. mn. us /Davement/concrete /products.asy .
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Due to the potentially hazardous ingredients contained in sealer formulations extreme care must
be exercised in their handling and use, and the manufacturer's recommendations shall be closely
followed.
C1.2 Construction Requirements
1. The Contractor shall comply with the manufacturer's written instructions
for preparing, handling and applying the surface sealer.
2. The surface to be treated shall receive a light -blast to the extent that the
surface is clean and free of oils.
3. Before the surface sealer is applied the surface to be sealed shall be dry
and free of all dust, debris and frost.
4. Surface sealers shall be applied at the heaviest applications rate specified
by the manufacturer.
All materials and work performed as specified above will be incidental to the construction of the
wall.
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SANITARY AND STORM SEWER SPECIFICATIONS
TABLE OF CONTENTS
Page
SECTION1.00 SCOPE ............................................................................... ............................... 1
1.01 General .............. ...............................
1.02 Work Included .. ...............................
1.03 Location of Work .............................
1.04 Coordination of Work ......................
1.05 Working Hours .. ...............................
1.06 Reference Requirements ..................
........................................ ............................... 1
........................................ ............................... 1
........................................ ............................... 1
........................................ ............................... 1
........................................ ............................... 1
........................................ ............................... 1
SECTION2.00 MATERIALS .................................................................... ............................... 2
2.01 General ....................................................................................... ............................... 2
2.02 Reinforced Concrete Pipe (RCP) ............................................... ............................... 2
2.03 High Density Polyethylene (HDPE) ............................................. ..............................2
2.04 Corrugated Metal Pipe (CMP) ................................................... ............................... 3
2.05 Cast Iron Pipe and Fittings ( CIP) ............................................... ............................... 3
2.06 Ductile Iron Pipe ( DIP) ............................................................... ............................... 3
2.07 Polyvinyl Chloride Sewer Pipe (PVC) ...................................... ............................... 3
2.08 Steel Casing Pipe for Jacking- Boring ........................................ ............................... 3
2.09 Jointing Material ........................................................................ ............................... 4
2.09a Reinforced Concrete Pipe ............................................. ............................... 4
2.09b Corrugated Metal Pipe .................................................. ............................... 4
2.09c High Density Polyethylene (HDPE) ................................ ..............................4
2.09d Ductile Iron Pipe .......................................................... ............................... 4
2.09e Polyvinyl Chloride Pipe (PVC) and Fittings ................. ............................... 4
2.10 Manholes and Catch Basins ....................................................... ............................... 5
2.11 Manhole and Catch Basin - Frames and Covers ........................ ............................... 5
2.12 Manhole Steps ............................................................................ ............................... 6
2.13 Mortar ........................................................................................ ............................... 6
2.14 Internal Barrier ........................................................................... ............................... 6
2.14a Conetop Infiltration .......................................................... ..............................6
2.14b Manhole Joint Wrap ......................................................... ..............................7
2.15 Pre -cast Segmental Block .......................................................... ............................... 8
2.16 Concrete ..................................................................................... ............................... 8
2.17 Steel Reinforcing Bars ............................................................... ............................... 8
2.18 Soil Materials ............................................................................. ............................... 8
2.18a Normal "Fill Material" .................................................. ............................... 8
2.18b Select Granular Material ............................................... ............................... 8
2.18c Granular Borrow Fill Material ...................................... ............................... 8
2.18d Class 5 Aggregate ......................................................... ............................... 8
i
I SECTION 3.00 INSPECTION AND TESTING OF MATERIALS ..... ............................... 10
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3.01 Shop Inspections and Testing ................................................. ............................... 10
3.02 Field Inspection and Testing ................................................... ............................... 10
3.03 Disposition of Defective Material ........................................... ............................... 10
3.04 Concrete Test Cylinders .......................................................... ............................... 10
SECTION 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ..................... 11
4.01 Material Furnished by Contractor ............................................. ............................... 11
4.02 Material Furnished by the Owner ............................................. ............................... 11
4.03 Replacement of Damaged Material .......................................... ............................... 11
4.04 Responsibility for Safe Storage ................................................ ............................... 11
SECTION 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE ......................... 12
5.01 Material Handling ..................................................................... ............................... 12
5.02 Pipe Alignment and Grade ........................................................ ............................... 12
5.03 Deviation with Engineer's Consent ........................................... ............................... 12
SECTION 6.00 UNDERGROUND SURFACE AND OVERHEAD UTILITIES ................ 13
6.01 Existing Utilities ....................................................................... ............................... 13
6.02 Subsurface Exploration ............................................................. ............................... 13
6.03 Overhead Utilities and Obstructions ......................................... ............................... 13
SECTION 7.00 EXCAVATION AND TRENCH PREPARATION ...... ............................... 14
7.01
General ...................................................................................... ...............................
14
2.18e Crushed Rock ................................................................ ............................... 8
2.18f Pit Run Gravel ............................................................... ............................... 9
Pipe Bedding ............................................................................. ...............................
2.18g Coarse Filter Aggregate ................................................ ............................... 9
7.03
2.18h Rock Stabilization ......................................................... 9
15
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2.18i Lightweight Aggregate .................................................. ............................... 9
Correcting Faulty Grade ........................................................... ...............................
2.19 Subsurface Draintile ..................................................................... ..............................9
I SECTION 3.00 INSPECTION AND TESTING OF MATERIALS ..... ............................... 10
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3.01 Shop Inspections and Testing ................................................. ............................... 10
3.02 Field Inspection and Testing ................................................... ............................... 10
3.03 Disposition of Defective Material ........................................... ............................... 10
3.04 Concrete Test Cylinders .......................................................... ............................... 10
SECTION 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ..................... 11
4.01 Material Furnished by Contractor ............................................. ............................... 11
4.02 Material Furnished by the Owner ............................................. ............................... 11
4.03 Replacement of Damaged Material .......................................... ............................... 11
4.04 Responsibility for Safe Storage ................................................ ............................... 11
SECTION 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE ......................... 12
5.01 Material Handling ..................................................................... ............................... 12
5.02 Pipe Alignment and Grade ........................................................ ............................... 12
5.03 Deviation with Engineer's Consent ........................................... ............................... 12
SECTION 6.00 UNDERGROUND SURFACE AND OVERHEAD UTILITIES ................ 13
6.01 Existing Utilities ....................................................................... ............................... 13
6.02 Subsurface Exploration ............................................................. ............................... 13
6.03 Overhead Utilities and Obstructions ......................................... ............................... 13
SECTION 7.00 EXCAVATION AND TRENCH PREPARATION ...... ............................... 14
7.01
General ...................................................................................... ...............................
14
7.02
Pipe Bedding ............................................................................. ...............................
14
7.03
Trench Width and Description .................................................. ...............................
15
7.04
Correcting Faulty Grade ........................................................... ...............................
15
7.05
Pipe Foundation in Poor Soil .................................................... ...............................
16
7.06
Pipe Foundation in Rock ........................................................... ...............................
16
7.07
Braced and Sheeted Trenches ................................................... ...............................
16
7.08
Piling of Excavated Material .................................................... ...............................
16
7.09
Barricades, Guards and Safety Provisions ................................ ...............................
17
7.10
Traffic and Utility Controls ...................................................... ...............................
17
7.11
Private Property Protection ....................................................... ...............................
17
7.12
Tunneling, Jacking, Boring or Excavation Other Than Open Trench .....................
17
ii
n
7.13 Railroad and Highway Crossings ............................................. ............................... 17
SECTION8.00 LAYING OF PIPE ........................................................... ............................... 18
8 .01
Trench Preparation .................................................................... ...............................
18
8.02
Type, Size and Class of Pipe .................................................... ...............................
18
8 .03
8 .04
Class of Bedding ....................................................................... ...............................
Cleaning Pipe ......................... ...............................
18
,
8 .05
Laying Pipe ............................................................................... ...............................
18
8 .06
Grade Control ........................................................................... ...............................
18
SECTION9.00 PIPE JOINTING .............................................................. ...............................
20
9 .01
General ........................................................................................ .............................
'
9 .02
Pipe Joints ................................................................................. ...............................
20
SECTION 10.00 HOUSE CONNECTIONS, WYES ............................... ............................... 21 1
10.01 General ...................................................................................... .............................21
10.02 Record and Location of Service Connections ......................... ............................... 21 '
SECTION 11.00 SANITARY SEWER LEAKAGE TESTING .............. ............................... 22
11.01 General ...................................................................................... .............................2
11.02 Sanitary Sewer Leakage Testing ............................................. ............................... 22
11.03 Air Test Method ...................................................................... ............................... 22
11.04 Hydrostatic Test Method ........................................................ ............................... 23
11.05 Deflection Test ........................................................................ ............................... 24
11.06 Test Failure and Remedy ........................................................ ............................... 24
SECTION 12.00 SETTING MANHOLES AND CATCH BASINS ....... ............................... 25
12.01 General ...................................................................................... .............................25
12.02 Location .................................................................................. ............................... 25
12.03 Type of Construction .............................................................. ............................... 25
12.04 Construction Details ............................................................... ............................... 25
12.05 Adjusting Rings and Blocks ................................................... ............................... 25
12.06 Waterproofing and Precast Section Joint Construction .......... ............................... 25
12.07 Lifting Holes ........................................................................... ............................... 25
12.08 Mahhole and Catch Basin Base .............................................. ............................... 26
12.09 Manhole Drop Sections .......................................................... ............................... 26
SECTION13.00 BACKFIL LING ............................................................. ............................... 27
13.01 General ...................................................................................... .............................27
13.02 Backfill Procedure at Pipe Zone ............................................. ............................... 27
13.03 Backfill Procedure above the Pipe Zone ................................. ............................... 27
iii
II
u
I SECTION 17.00 RIPRAP AND EROSION CONTROL MATERIALS .............................. 34
17.01 General ...................................................................................... .............................34
'
13.03a Type I ........................................................................ ...............................
13.03b Type II ....................................................................... ...............................
27
28
13.04 Disposal of Excess Materials and Debris ............................... ...............................
28
'
13.05 Fill Material ............................................................................ ...............................
13.06 Density Tests ........................................................................... ...............................
28
28
13.07 Test Rolling ............................................................................. ...............................
29
'
SECTION 14.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE ..............
30
14.01 Restoration of Surface ............................................................ ...............................
30
'
14.02 Dust Control During Construction .......................................... ...............................
30
14.03 Mailbox Restoration ............................................................... ...............................
30
14.04 Maintenance of Streets Until Surfaced ................................... ...............................
30
14.05 Cleaning Up ............................................................................ ...............................
30
14.06 Guarantee ................................................................................ ...............................
30
14.07 Failure to Replace Defective Parts .......................................... ...............................
30
SECTION 15.00 TURF ESTABLISHMENT ........................................... ...............................
31
15.01 General ...................................................................................... .............................31
SECTION 16.00 OPEN DITCH CONSTRUCTION ............................... ...............................
32
'
16.01 General ...................................................................................... .............................32
16.02 Excavation .............................................................................. ...............................
32
'
16.03 Waste Banks ............................................................................ ...............................
16.04 Obstructions ............................................................................ ...............................
32
32
16.05 Silt Removal ............................................................................ ...............................
32
I SECTION 17.00 RIPRAP AND EROSION CONTROL MATERIALS .............................. 34
' 18.01 Ductile Iron Pipe ..................................................................... ............................... 36
18.02 Polyvinyl Chloride Pressure Pipe ........................................... ............................... 37
18.03 Air and Vacuum Valves .......................................................... ............................... 37
iv
17.01 General ...................................................................................... .............................34
17.02 Riprap Materials ..................................................................... ...............................
34
17.02a Class or Size of Hand Placed and Grouted Riprap ... ...............................
34
17.02b Size of Rock Versus Weight ..................................... ...............................
17.03 Random Riprap ....................................................................... ...............................
34
34
17.04 Hand Placed Riprap ................................................................ ...............................
34
'
17.05 Grouted Riprap ....................................................................... ...............................
17.06 Erosion Control ....................................................................... ...............................
34
35
17.07 Filter Blanket Material ............................................................ ...............................
35
'
17.08 Liner Material ......................................................................... ...............................
35
SECTION 18.00 FORCEMAIN ................................................................ ...............................
36
' 18.01 Ductile Iron Pipe ..................................................................... ............................... 36
18.02 Polyvinyl Chloride Pressure Pipe ........................................... ............................... 37
18.03 Air and Vacuum Valves .......................................................... ............................... 37
iv
18.04 Air Relief Manhole .............. ...............................
18.05 Pipe Installation ................... ...............................
18.06 Laying Pipe .......................... ...............................
18.07 Testing Forcemains .............. ...............................
................. ...............................
37
................. ...............................
37
,
................. ...............................
38
................. ...............................
38
SECTION 19.00 TELEVISION INSPECTION ....................................... ............................... 40
SECTION 20.00 METHOD OF PAYMENT ............................................ ............................... 42
20.01 Sewer Pipe .............................................................................. ............................... 42
20.02 Cast Iron Pipe or Ductile Iron Pipe in Lieu of Other Sewer Pipe .......................... 42
20.03 Manholes ................................................................................... .............................42
20.03a. Drop Section for Drop Manholes ............................. ............................... 42
20.04 Wyes, Tees and Special Fittings ............................................. ............................... 42
20.05 Catch Basins ........................................................................... ............................... 43
20.06 Flared End Sections in Place .................................................. ............................... 43
20.07 Piling ......................................................................................... .............................43
20.08 Foundation Material ................................................................ ............................... 43
20.09 Special Sections ...................................................................... ............................... 43
20.10 Piling Foundation for Manholes ............................................. ............................... 43
20.11 Sheeting Ordered in Place ....................................................... ............................... 43
20.12 Jacking .................................................................................... ............................... 44
20.13 Incidental Items ....................................................................... ............................... 44
20.14 Television Inspection .............................................................. ............................... 44
20.15 Subsurface Draintile ................................................................... .............................44
SECTION 21.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE ....... 45
21.01 General ...................................................................................... .............................45
21.02 Governing Standard ................................................................ ............................... 45
21.03 Submittals ............................................................................... ............................... 46
21.04 Protection of Underground Facilities ...................................... ............................... 46
21.05 Permits and Approvals ............................................................ ............................... 46
21.06 Quality Assurance ................................................................... ............................... 47
21.07 Design ..................................................................................... ............................... 47
21.08 Materials ................................................................................. ............................... 47
21.09 Access ..................................................................................... ............................... 47
21.10 Installation .............................................................................. ............................... 47
21.11 Reaming and Pull Back ........................................................... ............................... 49
21.12 Drilling Fluids ......................................................................... ............................... 50
21.13 Field Quality Control .............................................................. ............................... 51
VA
L�
SECTION 1.00 - SCOPE
' 1.01 GENERAL
It is the intent of these specification requirements to provide the requirements for sanitary and storm
sewer construction in the City of Chanhassen, Minnesota.
' 1.02 WORK INCLUDED
The contractor shall, unless specified otherwise, furnish all materials, equipment, tools and labor
necessary to do the work required under his/her contract and unload, haul and distribute all pipe,
castings, fittings, manholes and accessories. The contractor shall also remove any street surfacing as
required; excavate the trenches and pits to the required dimensions; construct and maintain all
bridges for traffic control; sheet, brace and support the adjoining ground or structures where
necessary; handle all drainage or ground water; provide barricades, guards and warning lights; lay
and test the pipe, castings, fittings, manholes and accessories, backfill and consolidate the trenches
and pits; maintain the street or other surface over the trench until surface restoration; restore the
roadway surface unless otherwise stipulated; remove surplus excavated material; and clean the site
of the work.
The contractor shall also furnish all equipment, tools, labor and materials required to rearrange
sewers, conduits, ducts, pipes or other structures encountered in the installation of the work. All the
above work to completely construct the sewer facilities shall be done in strict accordance with the
projecfs contract documents to which these specifications are a part thereof.
1.03 LOCATION OF WORK
The location of this work is as shown on the plans.
' 1.04 COORDINATION OF WORK
The contractor shall be responsible for the satisfactory coordination of the construction of the sewer
facilities with other construction and activities in the area affected. Delays in work resulting from
lack of such harmony shall not in any way be a cause for extra compensation by any of the parties.
' 1.05 WORKING HOURS
Refer to Section 7.02 of the General Conditions.
r 1.06 REFERENCE REQUIREMENTS
' In the specification requirements, reference is made to "MnDOT Specifications" which shall mean
the "Standard Specifications for Highway Construction" of the Minnesota Department of
Transportation, 2005 Edition, and all subsequent amendments, and City Engineers Association
' "Standard Utilities Specifications" for Watermain and Service Line Installation and Sanitary Sewer
and Storm Sewer Installation, 1999 Edition, and all subsequent amendments shall apply.
1
SECTION 2.00 - MATERIALS
2.01 GENERAL ,
The materials used in this work shall be all new, and conform to the requirements for class, kind, ,
size and material as specified below. All materials permanently incorporated in the work shall be
made in America in accordance with Minnesota State Statute 1613.101 PREFERENCE FOR
AMERICAN -MADE MATERIALS. The contractor shall submit in writing a list of materials
showing the manufacturer and designation of all materials. This list must be approved by the
engineer.
2.02 REINFORCED CONCRETE PIPE (RCP)
Reinforced concrete pipe and fittings including bends, tee sections and specials shall conform to the
requirements of the Standard Specification for Reinforced Concrete Sewer Pipe, ASTM Designation
C76 Wall B with circular reinforcing for the class of pipe specified. Pipe required for piling shall be
reinforced concrete pipe furnished in eight -foot (8') lengths and shall be of special design in
accordance with Section 10, ASTM Designation C76, latest revision. Concrete pipe to be jacked
shall be Class V or greater. Reinforced concrete pipe less than 15" will not be allowed.
Concrete pipe bends called for on the plans shall be 7'/2 pipe bends with a T -0" center line laying '
length and a 30.5' radius of curve, and with wall thicknesses and steel reinforcing in accordance with
ASTM Specifications C76. The bends shall be of the same pipe class as the pipe on either side of
the bend.
2.03 HIGH DENSITY POLYETHYLENE (HDPE)
A. HDPE smooth interior, dual - walled pipe may be used for storm sewer sizes up to and
including 18 inches in diameter, EXCEPT for paved street areas and the last three pipe of ,
lines into ponds or ditches. Pipe to be N -12 as manufactured by Advanced Drainage
Systems or approved equal.
B. General Requirements: ASTM F894 & AASHTO M -294 (Type S)
C. Materials: PE plastic compound meeting the requirements of Type 111, Class C, Category 5,
Grade P -34 as defined in ASTM D1248 with an established hydrostatic design basis (> DB)
of not less than 1250 psi for water at 73.48F determined in accordance with ASTM D2837.
D. Each pipe shall be identified with the manufacturer's name, trade name or trademark and '
code from plant location, machine, and date of manufacture; nominal pipe size, in inches; the
Ring Stiffness Constant Classification and ASTM F894.
E. No polyethylene fittings (tees, elbows, flared -end sections, etc.) will be allowed. Flared -end
sections are required to be reinforced concrete pipe. Bell -to -bell pipe couplers must be water
tight, non - cleated with an o -ring gasket. ,
11
2.04 CORRUGATED METAL PIPE (CMP)
Corrugated metal pipe materials shall conform to the following Mn/DOT Specifications:
Corrugated Aluminum Pipe Spec. 3225
Corrugated Steel Pipe Spec. 3226
Corrugated Structural Plate Spec. 3231
2.05 CAST IRON PIPE AND FITTINGS (CIP)
Cast iron fittings shall be Class 250 for sizes up to and including 12" and Class 150 for sizes 14" and
larger. Fittings shall conform to the requirements of AWWA Specification C110. Ductile Iron
Fittings shall have mechanical joints and shall be Class 350 for sizes up to and including 12"
diameter and shall conform to AWWA Specification C153, covering compact fittings.
All pipe and fittings shall be cement -lined inside and tar- coated outside.
2.06 DUCTILE IRON PIPE (DIP)
' Ductile iron pipe shall be designed for a minimum working pressure of 150 pounds per square inch
and shall conform to the applicable dimensions, weights and tolerances of Federal Specification
WW- P -421b for cast iron pipe. Ductile iron shall be Grade 6042 -10 with 40/90 metal strength and
' shall be tested in accordance with ASTM Specification A339 -55. All pipe shall be cement -lined
inside and tar- coated outside.
d
The class of ductile iron pipe shall be as specified by the engineer.
2.07 POLYVINYL CHLORIDE SEWER PIPE (PVC)
Polyvinyl chloride sewer pipe shall be produced by a continuous extrusion process using Type 1,
Grade 1 material, material as defined in the latest revision of ASTM Specification D -1784. The
design, dimensions and wall thickness shall conform to ASTM Standard Specifications D -3034,
SDR 35. Pipe classification by burial depth from finish grade to pipe invert shall conform to the
following:
Burial Depth
Pipe Class
0 -16 feet
SDR 35
16 -26 feet
SDR 26
> 26 feet
Designated by the Engineer
2.08 STEEL CASING PIPE FOR JACKING- BORING
Steel casing pipe for jacking - boring shall conform to ASTM Designation A252, Grade 2 or ASTM
Designation A139, Grade B. The casing pipe shall have minimum thickness as follows:
F1
Minimum Shell
'
Nominal Outside Diameter Thickness
Casing Size (Inches) (Inches)
12 12 -3/4 0.250
,
14 14 0.282
16 16 0.282
18 18 0.312
20 20 0.343
22 22 0.375
24 24 0.403
26 26 0.438
28 28 0.469
30 30 0.469
'
32 32 0.500
34 34 0.532
36 36 0.532
38 38 0.532
,
40 40 0.563
42 42 0.563
,
2.09 JOINTING MATERIAL
The jointing material for each type of pipe specified here before shall be as follows:
,
2.09A Reinforced Concrete Pipe Reinforced concrete pipe joints shall be Type R -4, and the
gasket shall be circular in cross section. The joint shall be constructed in accordance with ASTM
,
C -361.
2.0913 Corrugated Metal Pipe Corrugated metal pipe joints shall employ coupling bands as per
MnDOT Specification 3226.
2.09C High Density PolygLhylene (HDPE) Joints shall conform to ASTM D3212. Joints shall
be push -on type only with the bell -end grooved to receive a gasket. Elastomeric seal (gasket)
shall have a basic polymer of synthetic rubber conforming to ASTM F477 and be factory
'
installed and chemically bonded to the bell -end of the pipe. Natural, field installed rubber
gaskets will not be accepted. Joints must provide a water tight connection.
'
2.09D Ductile Iron Pipe Ductile iron pipe joints shall be of the push -on type which complies
with AWWA Specification C -111, latest revision. If used as a pressure line, an electrical contact
must be provided through every joint.
'
2.09E Polyvinyl Chloride Pipe (PVC) and Fittings Polyvinyl chloride pipe joints shall be the bell
and spigot type using solvent cement supplied by the pipe manufacturer and applied according to
his/her instructions. Rubber gasketed push -on type joints are permitted only on mainline (lateral)
,
sewer lines. Typical sanitary house services shall be SDR 26, solvent, non - gasketed weld joints.
1
1
2. 10 MANHOLES AND CATCH BASINS
1 Manholes and catch basins shall be constructed using precast sections conforming to ASTM
Specification C -478. Manhole section joints shall be Type R -4.
1 Sanitary sewer manholes shall be supplied with pre - formed inverts and flexible sleeve connections
for all lateral lines 15" in diameter or less unless otherwise noted on the construction plans. The
1 flexible connection shall be an interface boot as manufactured by Elk River Concrete, or
Kore -N -Seal Boot as manufactured by North Star Concrete or equal. No speed crete will be allowed
for manhole sealing. Precast joints shall be sealed using "Cretex" internal manhole joint seals or
equal in high ground water areas.
Where shown on the detail plates or drawings, manholes may be built using blocks laid up on full
'
mortar beds and vertical joints shall be completely filled with mortar. The base of the unit shall be
shaped to form a smooth transition section from inlet to outlet either formed directly in the concrete
or built up of brickwork and mortar or by running a half section of pipe through the manhole. The
1
exterior of all block manholes shall be plastered with one half inch (1/2 ") mortar.
2.11 MANHOLE AND CATCH BASIN - FRAMES AND COVERS
1
Cast iron for both manholes and catch basin frames and covers shall be of the best grade of cast iron,
free from all injurious defects and flaws, and shall conform to the following specifications: Federal
1
AA -1 -652, ASTM A48 -56, AASHO M105 -49 and ASA 6.25101948.
The standard manhole casting shall be M.C.I. #309 or Neenah #R -1642 with "self - sealing" lids and
two concealed pick holes as shown on standard plate #2101, or approved equal. The minimum total
1
allowable weight shall be 380 pounds.
All castings shall be adjusted in accordance with standard detail plate #2110 prior to acceptance by
1
the City of any utilities on the project.
1
Adjusting rings shall be precast concrete or HDPE rings as manufactured by Ladtech, Inc. or
approved equal. HDPE adjusting ring sealant shall be a butyl caulk as manufactured by Ladtech
sealant or approved equal and shall be installed as per the manufacturer's specifications.
'
Cast iron or ductile iron cover risers shall be Neenah Foundry No. R -1979 or Ess Brothers & Sons,
Inc. with 2" rise or approved equal. To ensure positive adherence:
1
1. Grind or scrape and wire brush the surfaces to be bonded. It is very important to have a
clean surface — free of tar, dirt, rust, and foreign materials. For multiple installations, an air
compressor along with an air driven grinder and an air blow gun is highly recommended for
1
faster installations.
2. Before applying EBS Super Glue, observe the surface to make sure it is not water saturated
1
(use rags to dry if needed). A damp surface is OK. Locate a standard caulking gun and
apply a minimum of a 3/8" bead of EBS Super Glue 360 degrees around the top edge of
1
5
frame.
3. Using a spray bottle, lightly mist the 3/8" bead of EBS Super Glue with water This will '
ensure proper adhesion and curing. EBS Super Glue will cure in 8 -24 hours depending on
outside air temperature. If possible, keep traffic off bonding area for a minimum of eight (8) '
hours.
Lettering on the manhole castings shall be as shown on the standard plate. '
Storm sewer inlet castings shall be Neenah Foundry No. R -3067 V or R3067VB (at low points) as
shown on the standard plates. All castings shall conform to the requirements and dimensions shown
on the drawings. All covers must fit closely in the rings in any and all positions and, when placed in
the rings, must fit the ring solidly in all positions so that there will be no rocking from pressure
applied on any point of the cover. ,
2.12 MANHOLE STEPS
All manhole steps shall conform to Neenah Foundry Step No. R -1981J in dimension and strength.
Manhole steps shall be spaced 16" on center on the downstream face of the manhole unless specified
otherwise. '
Cast iron manhole steps shall be manufactured from high test metal having a minimum tensile
strength of 35,000 pounds per square inch. '
Aluminum Aluminum manhole steps of a design similar to the cast iron steps specified may be
used. Aluminum manhole steps shall be made of Apex Ternalloy No. 5 aluminum alloy. ,
Plastic Copolymer Polypropylene plastic manhole steps (PSI -PF) may be used or equal.
2.13 MORTAR '
Mortar shall consist of a mixture of one part Portland Hydraulic Cement and two parts of clean
washed sand by volume. The quantity of water in the mixture shall be sufficient to produce a stiff '
workable mortar, but in no case shall exceed five- and - one -half (5 1 /2) gallons of water per sack of
cement.
Sand shall conform to ASTM C -144. '
Portland cement shall conform to ASTM C -150. ,
2.14 INTERNAL BARRIERS
2.14A Conetop Infiltration A barrier as manufactured by Strike Products, Cannon Falls, MN or
approved equal shall be supplied for all sanitary sewer manholes. The barrier shall be a u.v.
stabilized low- density polyethylene meeting the latest ASTM standards for low- density polyethylene
materials.
s 1
r
' The barrier shall be equipped with a drip edge to direct water to the outside of the manhole. Ram -
neck or material as recommended by the manufacturer shall be used to seal the barrier to the
concrete manhole cone top. The barrier shall be 18" tall by 1 /4" thick wall and cut to fit on site.
' All costs for manhole joints furnishing and installing Conetop Barriers shall be included in the unit
price bid for sanitary manholes.
' 2.14B Manhole Joint Wrap Manholes directed by the engineer to have joints wrapped shall be
sealed with an external 6" rubber sleeve as manufactured by Infi- Shield Seal Wrap, Sealing
Systems, Inc. (763- 478 -2057) or approved equal. The seal shall be made of EPDM (Ethylene
' Propylene Diene Monomer) rubber with a minimum thickness of 30 mils. The back side of each
unit shall be coated with mastic. The mastic shall be non - hardening butyl rubber sealant, with a
minimum thickness of 85 mils. The seal shall be designed to prevent leakage of water through
' the joint sections of a manhole, catch basin or concrete pipe.
1
Seal Wrap 6
Height
6 inches
Length
16 or 50 foot rolls
Thickness
125 Mils
Height tolerances
6 inches +/- .188"
Length tolerances
50 feet + 6" /- .000
Rubber Thickness tolerances
30 mils
Mastic Thickness
85 mils
Mastic Width
5 1/2"
Mastic offset from edge
1/4"
I EPDM Rubber E70- 6614 4B Color Black
1
77
L
Physical Properties
ASTM Test Method
Typical Value
Durometer, Shore A
D2240
61
Tensile, PSI
D412
1510 PSI
Elongation %
D412
460%
Compression set %
D395 22 Hrs @ 77 degrees C
26%
Tear Resistance PPI
D624 Die B
165 ppi
Heat Aging
D573 70 Hrs. 70 degrees C
Change in hardness ( Durometer )
65 +4 is
Change in Tensile %
1390 psi -14
Change in Elongation %
345%(-25
Ozone Resistance
D1149 72 Hrs @ 50 pphm
no cracks
Water Resistance (Volume)
D471 70 Hrs 100 degrees C
+1.8%
Low Temperature Brittleness I
D2137 -40 degrees C f
Pass
' Material: Rubber meets ASTM C923 / Mastic meets ASTM C990
7
1
All costs for furnishing and installing barriers shall be included in the unit price bid for sanitary
manholes.
2.15 PRE -CAST SEGMENTAL BLOCK
Eight -inch (8 ") pre -cast segmental radial block may be used for the lower portion of manhole over '
large diameter pipe and for shallow manholes and catch basins. Concrete used in the manufacturing
of these blocks shall conform to the requirements of ASTM "Specifications for Concrete & Masonry ,
Units for Construction of Catch Basins & Manholes ", Serial Designation C -139.
The exterior of all block manholes shall be plastered with one -half inch ( ") of mortar. I
2.16 CONCRETE
Concrete to be used shall be composed of a mixture of fine and coarse aggregate and a Portland i
Hydraulic Cement conforming to the ASTM Specification Designation C -150, Type 1, with the
proper water - cement ratio to obtain a compressive strength of not less than 3,000 pounds per square
inch in 28 days. The fine aggregate for concrete shall be composed of a clean washed sand of hard,
sharp, durable particles. Coarse aggregate for concrete shall be composed of a gravel uniformly
graded 3/4" maximum size to #4 sieve. Coarse aggregate shall be composed of hard durable particles '
free of shale, chert, flat or elongated pieces. Mixing water shall be suitable for drinking purposes,
containing no acids, alkalis, oils or other deleterious materials. Concrete shall be mixed in a
mechanically operated mixer so controlled that the drum shall operate a minute and one -half after all
materials including water are in the drum.
2.17 STEEL REINFORCING BARS ,
Steel reinforcing bars shall be deformed steel bars for concrete reinforcement to conformance with
ASTM Designation A -305 and ASTM Designation A -15 Intermediate Grade Billet Steel. '
2.18 SOIL MATERIALS
2.18A Normal "Fill Material Is defined under the Sewer Specification No. 13.05. '
2.18B Select Granular Material MnDOT Specification 3149.213 shall be used for select granular '
material as shown and specified under the pipe bedding classification or an equivalent natural
granular soil (100% passing a 3 /4" sieve and maximum of 10% passing a #200 sieve);
2.18C Granular Borrow Fill Material MnDOT Specification 3149.2A shall be used for granular '
borrow material as shown and specified under the pipe bedding classification or an equivalent
natural granular soil (100% passing a 3 /4 " sieve and a maximum of 20% passing a #200 sieve);
2.18D Class 5 Aggregate Class 5 crushed aggregate shall be in conformance with MnDOT '
Specification 3138.
2.18E Crushed Rock The material shall consist of durable crushed quarry rock of which 100% '
passes a two -inch (2 ") sieve and of which 95% is retained on a #4 sieve size. It shall not contain soil
8 '
' overburden, sod, roots, plants, and other organic matter, or any other materials considered
objectionable by the engineer.
2.18F Pit Run Gravel The material shall consist of sound, durable particles of gravel and sand with
t which may be included limited amounts of fine soil particles as binding material, and of which
100% passes a two -inch (2 ") sieve and of which 90% is retained on the #200 sieve size. It shall not
contain sod, roots, plants and other organic matter, or any other objectionable materials.
t 2.18G Coarse Filter Aggregate Coarse granular pipe bedding material shall be a well - graded
crushed rock or pea gravel and shall meet the requirements of MnDOT Specification 3149.2H of
which 100% passes a one -inch (I") sieve and a maximum of 10% passes a #4 sieve. It shall not
contain sod, roots, plants and other organic matter, or any other objectionable materials.
' 2.18H Rock Stabilization Rock stabilization shall consist of three -fourth inch (3/4 ") minus rock
installed in the trench bottom at the discretion of the engineer.
' 2.18I Lightweight Aggregate Lightweight aggregate shall consist of an aggregate having a density
of 48 to 54 pounds per cubic foot installed in the trench bottom at the direction of the engineer.
' 2.19 SUBSURFACE DRAINTILE
Subsurface drains shall be in accordance with the applicable provisions of MnDOT 2502 and in
' accordance with the City's standard detail plate nos. 5232 and 5233 whichever is applicable. This
drain is intended to collect and discharge infiltration that may accumulate in the bottom of granular
backfilled subcuts.
' Subsurface drain pipe shall be 4 -inch perforated PVC, Corrugated PE, or dual wall, smooth interior
corrugated PE pipe, MnDOT 3278. To prevent infiltration of fine filter aggregate into the perforated
' pipe, it shall be wrapped with geotextile, MnDOT 3733, Type I. Trench backfill shall be Coarse
Filter Aggregate, MnDOT 3149.2H.
' Subcut drains shall connect directly to permanent drainage structures (catch basins). Connections to
drainage structures shall be incidental work and shall meet the approval of the Engineer.
' Pipe shall generally be placed according to the standard details, but other configurations may be
approved by the Engineer to accomplish the desired results. Unless otherwise specified, drain
grades shall conform to subcut grades having positive drainage throughout the line to the drainage
' structure (no high or low points). When draintile outlets exceed 100 feet, cleanouts shall be provided
at 100 -foot intervals and at the upper end of the pipe as per standard Detail Plate No. 5234.
' The Contractor shall place 4 -inch perforated PE pipe in the bottom of the subcut according to the
design typical. The coarse filter aggregate and at least 12 inches of subcut backfill shall be placed
above the pipe before any compactive effort is applied. Perforations shall be laid down.
Connections to drainage structures shall be composed of angle fittings not to exceed 22 -1/2 degrees.
' Openings in structures to receive the fitting shall be fabricated at the plant or core drilled in the field.
The use of jackhammers or sledge hammering will not be allowed.
SECTION 3.00 - INSPECTION AND TESTING OF MATERIALS
3.01 SHOP INSPECTIONS AND TESTING '
All materials furnished by the contractor are subject, at the discretion of the engineer, to inspection '
and/or testing by accepted methods at the plant of the manufacturer. This inspection and/or testing is
to be made at the cost of the Owner. The material supplier shall provide the City with copies of test
results on materials that are furnished to the contractor. '
3.02 FIELD INSPECTION AND TESTING
All materials furnished by or for the contractor for incorporation into the work under contract shall, '
at the discretion of the engineer, be subject to inspection and/or testing by methods acceptable to the
engineer and at the expense of the contractor. '
3.03 DISPOSITION OF DEFECTIVE MATERIAL
All material found during the process of inspecting and testing to be defective, or defective material '
encountered at any time during the progress of the work, will be rejected by the engineer and the
contractor shall promptly remove from the site all such material.
3.04 CONCRETE TEST CYLINDERS
The contractor shall furnish without charge all concrete samples needed for concrete test cylinders, I
slump tests, air entertainment tests, and any other tests ordered by the engineer
On all types of concrete construction, up to 4 test cylinders may be taken from each section of the I
structure cast in one pouring operation. The actual cost of testing shall be paid by the owner.
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' SECTION 4.00 - CONTRACTOR'S RESPONSIBILITY FOR MATERIALS
4.01 MATERIAL FURNISHED BY CONTRACTOR
' The contractor shall be responsible for all material furnished, and shall replace at his/her own
expense all such material that is found to be defective in manufacture or that has become damaged in
handling after delivery by the manufacturer. This shall include the furnishing of all material and
' labor required for the replacement of installed material discovered defective prior to the final
acceptance of the work or during the warranty period.
' 4.02 MATERIAL FURNISHED BY THE OWNER
The contractor's responsibility for material furnished by the owner shall begin at the point of
' delivery by the manufacturer, or owner, and upon acceptance of the material by the contractor. The
contractor shall examine all material furnished by the owner at the time and place of delivery and
shall reject all defective material. The point of delivery shall be stated in the special provisions.
4.03 REPLACEMENT OF DAMAGED MATERIAL
I Any material furnished by the owner that becomes damaged after acceptance by the contractor shall
be replaced by the contractor at his/her own expense.
' 4.04 RESPONSIBILITY FOR SAFE STORAGE
The contractor shall be responsible for the safe storage of material furnished by or to him, and
' accepted by him, and intended for the work, until it has been incorporated in the completed project.
The interior of all pipe, fittings, and other accessories shall be kept free from dirt and foreign matter
at all times.
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SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE
5.01 MATERIAL HANDLING ,
Pipe and other accessories shall, unless otherwise directed in the special provisions, be unloaded at ,
the point of delivery, hauled to and distributed at the site of the project by the contractor. They shall
at all times be handled with care to avoid damage. In distributing the material at the site, each piece
shall be unloaded opposite or near the place where it is to be laid in the trench. Any adjustments to '
pipe lengths including R.C.P. shall be accomplished by the use of a saw or cutting device. The use
of hammers or mauls will not be permitted. Pipe shall be so handled that the coating and lining will
not be damaged. If, however, any part of the lining or coating is damaged, the repair shall be made '
by the contractor at his/her expense in a manner satisfactory to the engineer.
5.02 PIPE ALIGNMENT AND GRADE
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All pipe shall be laid and maintained to the required lines and grades, with manholes, catch basins
and fittings at the required locations. The owner will furnish one set of line and grade stakes '
necessary for the work. It shall be the contractor's responsibility to preserve these stakes from loss or
displacement. The engineer may order replaced any stakes s/he deems necessary for the proper
prosecution of the work. Any replacements shall be at the contractor's expense. All pipes shall be '
laid to the grade shown on the contract drawings.
5.03 DEVIATION WITH ENGINEER'S CONSENT
1
No deviation shall be made from the required line or grade except with the written consent of the
engineer. I
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SECTION 6.00 - UNDERGROUND SURFACE AND OVERHEAD UTILITIES
6.01 EXISTING UTILITIES
Existing water and sewer mains, and other underground utilities, are shown on the plans only by
general location. The owner does not guarantee the locations as shown on the plans, and the
contractor shall be solely responsible for verifying the exact location of each of these utilities,
without additional compensation. Prior to the start of any construction, the contractor shall notify all
utility companies having utilities in the project area.
The contractor shall have sole responsibility for providing temporary support and for protecting and
maintaining all existing utilities in the project area during the entire period of construction, including
but not limited to the period of excavation, backfill and compaction. In carrying out this
responsibility, the contractor shall exercise particular care, whenever gas mains or other utility lines
are crossed, to provide compacted backfill or other stable support for such lines to prevent any
detrimental displacement, rupture or other failure.
6.02 SUBSURFACE EXPLORATION
It shall be the contractor's responsibility to determine and verify the location of existing pipes, valves
or other underground structures as necessary to progress with the work with no additional
compensation allowed. The engineer shall make all known records available. All known utilities are
designated on the plans in a general way only as stated above.
6.03 OVERHEAD UTILITIES AND OBSTRUCTIONS
Overhead utilities, poles, etc. shall be protected against damages by the contractor and if damaged
by the contractor, shall be replaced by him. Should it become necessary during the progress of the
work to remove or relocate existing poles, overhead utilities and obstructions, the contractor shall
cause the same to be done at no expense to the owner unless otherwise provided for in the special
provisions. This requirement is not intended to allow utility companies to charge for expenses
incurred for work performed where their utilities lie within the street right -of -way or dedicated
easement.
It will be the duty of the contractor to visit the site and make exact determination of the existence of
any such facilities prior to the submission of his/her bid.
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SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION
7.01 GENERAL
The trench shall be so dug that the pipe can be laid to the alignment and depth required and shall be
excavated only so far in advance of pipe laying as the Engineer shall specify. The trench shall be so
braced and drained that the workmen may work wherein safely and efficiently. All trenches shall be
sheeted and braced as per Chapter Sixty -Six: Trench bracing of the Minnesota Regulations relating
to industrial safety to a safe angle of repose. Such angle of repose shall be no less than that repose
required by the Accident Prevention Division of the Minnesota State Industrial Commission or the
requirements of the Occupational Safety and Health Act (OSHA), whichever is more restrictive.
It is essential that the discharge of any required trench dewatering pumps be conducted to natural
public drainage channels, drains or storm sewers.
All utility installations under existing "collector" roads or newly constructed (less than 5 years old)
residential streets shall be jacked or directional bored as appropriate. No open trenching will be
allowed.
7.02 PIPE BEDDING I
Pipe bedding as shown on the standard plates shall be used as directed on the plans or specified in
the special provision. PVC, HDPE, and ABS pipe shall be bedded in accordance with the
specifications described below. Any special bedding shall be in accordance with the special
provisions.
Polyvinyl Chloride Pipe (PVC) - All PVC pipe shall be installed and bedded in accordance with
ASTM Specification D -2321, "Recommended Practice for Underground Installation of Flexible
Thermoplastic Sewer Pipe." Embedment materials shall be in accordance with MnDOT
specification 3149.213 as shown on standard plate #2203. These materials shall all pass a three -
quarter inch (3/4 ") sieve and not more than 10% shall pass a #200 sieve. Embedment materials shall
be compacted in six -inch (6 ") lifts to a point twelve inches (12 ") above the pipe and to a density of at
least 95% of standard proctor density as described by ASTM methods D698. All embedment
materials shall be tested for compliance with the above specification and test results shall be
supplied to the Engineer. If materials are purchased, weight slips should also be provided.
The contractor shall check for excess deflection in all portions of the PVC sanitary sewer line after
placement of the backfill materials in the trench. The deflection will be checked by means of a
Mandrel prior to final acceptance of the sanitary sewer line and after 30 days of its installation,
whichever is the greater. The owner reserves the right to measure pipe deflection at any time during
the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be
considered failure of the bedding procedure. The test shall be performed without using mechanical
pulling devices.
The contractor shall be required to re- excavate the trench, recompact the backfill material and
restore the surface at no additional compensation with the re -laid pipe meeting the 5% requirement.
An air pressure retest should be performed if applicable.
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High Density Polyethylene (HDPE) - All HDPE pipe shall be installed and bedded in accordance
with ASTM Specification D -2321, 'Recommended Practice for Underground Installation of Flexible
Thermoplastic Sewer Pipe." Embedment materials shall be in accordance with MnDOT
specification 3149.2B as shown on standard plate #2203. These materials shall all pass a three -
quarter inch (3/4 ") sieve and not more than 10% shall pass a #200 sieve. Embedment materials shall
be compacted in six -inch (6 ") lifts to a point twelve inches (12 ") above the pipe and to a density of at
' least 95% of standard proctor density as described by ASTM methods D698. All embedment
materials shall be tested for compliance with the above specification and test results shall be
supplied to the Engineer. If materials are purchased, weight slips should also be provided.
The contractor shall check for excess deflection in all portions of the HDPE storm sewer line after
placement of the backfill materials in the trench. The deflection will be checked by means of a
visual, lamping inspection prior to final acceptance of the storm sewer line and after installation is
complete. The owner reserves the right to measure pipe deflection at any time during the warranty
period. Deflections greater than 5% of the inside diameter of the pipe shall be considered failure of
the bedding procedure. The test shall be performed without using mechanical pulling devices.
The contractor shall be required to re- excavate the trench, recompact the backfill material and
restore the surface at no additional compensation with the re -laid pipe meeting the 5% requirement.
Reinforced Concrete (RCP) or Ductile Iron (DIP) - When existing soil conditions are not acceptable
for backfill and/or compaction in the pipe zone, pipe bedding and backfill shall be used as shown on
standard plate #2201. Otherwise, backfill as shown on standard plate #2202 may be used.
7.03 TRENCH WIDTH AND DESCRIPTION
The trench width at the top of the excavation may vary depending upon the depth of the trench and
the nature of material encountered. However, the maximum allowable width of trench shall be in
strict accordance with Section 2503.3B MnDOT Specifications. The width of the trench shall also be
kept at a minimum to prevent excess destruction of the existing street or highway pavement.
For trench width at the top of pipe greater than specified in the paragraph above, the contractor may
propose alternate strength of pipe to depth of cover relationships other than those listed on the form
of proposal, or shown on the plans. Such proposals must be submitted to the engineer for approval in
writing and with pertinent pipe strength and soil weight data at least 14 days prior to the desired
construction date. No extra compensation shall be allowed for any increase in material or
construction costs created by alternate plans.
7.04 CORRECTING FAULTY GRADE
Any part of the trench excavated below grade shall be corrected with approved material and
thoroughly compacted without additional compensation to the contractor.
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7.05 PIPE FOUNDATION IN POOR SOIL
When the bottom at subgrade is soft and in the opinion of the engineer cannot adequately support the ■
pipe, a further depth and/or width shall be excavated and refilled to pipe foundation grade with
approved material and thoroughly compacted; or other approved means, such as piling, shall be
adopted to assure a firm foundation for the pipe with extra compensation allowed the contractor as
provided elsewhere in these specifications.
The contractor shall furnish, drive, and place piling if ordered by the engineer. Piles shall be driven ,
in exact position at locations determined by the engineer. The contractor at his/her own expense
must replace piles not correctly positioned at the completion of driving.
7.06 PIPE FOUNDATION IN ROCK
The space between the bottom of the trench and rock and the bottom of the pipe shall be backfilled
with granular base material thoroughly tamped. Generally speaking the material from the trench
excavation, other than rock or boulders, shall be considered suitable material. No additional
compensation for placing or tamping this material shall be allowed. However, in the event that
additional material must be hauled in, the hauling of the suitable granular material for the pipe bed
shall be paid for on a weight basis when ordered by the engineer. Weight slips shall be delivered to
the engineer daily.
7.07 BRACED AND SHEETED TRENCHES
The contractor shall adequately brace and sheet excavations wherever necessary to prevent caving or
damage to nearby property. The cost of this temporary sheeting and bracing, unless provided for
otherwise, shall be considered as part of the excavation costs without additional compensation to the
contractor. Trench sheeting shall remain in place until pipe has been laid, tested for defects and
repaired if necessary, and the earth around it compacted to a depth of one foot (F) over the top of the
pipe. Sheeting, bracing, etc. placed in the "pipe zone ", that part of the trench below a distance of one
foot (1) above the top of the pipe, shall not be removed without the written permission or written
order of the engineer; that sheeting thereby left in place shall be paid for at the unit price bid.
Sheeting ordered left in place by the engineer in writing shall be paid for at the unit price bid. The
contractor may also leave in place, at his/her own expense, to be embedded in the backfill of the
trench, any sheeting or bracing in addition to that ordered left in place by the engineer for the
purpose of preventing injury or damage to persons, corporations, or property, whether public or
private, for which the contractor under the terms of this contract is liable.
7.08 PILING OF EXCAVATED MATERIAL
All excavated material shall be piled in a manner that will not endanger the work and that will avoid
obstructing sidewalks and driveways. Gutters shall be kept clear or other satisfactory provisions
made for street drainage.
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7.09 BARRICADES, GUARDS AND SAFETY PROVISIONS
To protect persons from injury and to avoid property damage, adequate barricades, construction
signs, torches, flashers, and guards as required shall be placed and maintained during the progress of
the construction work and until it is safe for traffic to use the highway. All material piles, equipment
and pipe which may serve as obstructions to traffic shall be enclosed by fences or barricades and
shall be protected by proper lights when the visibility is poor. The rules and regulations of the local
' authorities respecting safety provisions shall be observed.
7.10 TRAFFIC AND UTILITY CONTROLS
Excavations for pipe laying operations shall be conducted in a manner to cause the least interruption
to traffic. Where traffic must cross open trenches, the contractor shall provide suitable bridges at
street intersections and driveways. The contractor shall post, where directed by the engineer,
suitable signs indicating that a street is closed and necessary detour signs for the proper maintenance
of traffic. Hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, fire or police call
' boxes, or other utility controls shall be left unobstructed and accessible during the construction
period.
7.11 PRIVATE PROPERTY PROTECTION
Trees, fences, poles and all other private property shall be protected unless their removal is
authorized; and any property damage shall be satisfactorily restored by the contractor, or adequate
compensation therefore shall be the responsibility of the contractor.
7.12 TUNNELING, JACKING, BORING OR EXCAVATION OTHER THAN OPEN
TRENCH
Where pipe cannot be placed by open trench excavation, the method for placing and payment
therefore shall be stated in the special provisions.
7.13 RAILROAD AND HIGHWAY CROSSINGS
When any railroad is crossed, all precautionary construction measures required by the railroad shall
be followed. See special provisions or detail drawings The contractor shall be responsible for the
securing of necessary crossing permits.
Before any construction is started, the successful bidder shall meet with the Minnesota Department
of Transportation, County Highway Department, Railroad Maintenance Engineer, and the consulting
engineers to determine the construction procedure to be followed, methods of rerouting traffic,
placing of barricades, flares, signs, flagmen, etc., and methods of preventing damage to the highway
or railroad. If required by the railroad or highway department, the contractor shall deposit with them
a certified check in the amount specified by them to cover the required repair work.
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SECTION 8.00 - LAYING OF PIPE
8.01 TRENCH PREPARATION
Prior to the laying of the pipe, the trench shall be excavated and prepared in accordance with the
previous specifications and the class of bedding specified.
8.02 TYPE, SIZE AND CLASS OF PIPE
The type, size and class of pipe installed shall be in conformance with that specified on the bid
proposal, plans and/or detail plates.
8.03 CLASS OF BEDDING
The class of bedding shall be in conformance with that specified on the plans or Standard Detail
Plates
8.04 CLEANING PIPE
All foreign matter or dirt shall be removed from the inside of the pipe before it is lowered into its
position in the trench, and it shall be kept clean by approved means during and after laying. The
outside of the tongue or spigot end of the pipe shall be wire brushed and wiped clean and dry and
free from oil and grease before the pipe is laid.
8.05 LAYING PIPE
The contractor shall plug the pipe under construction at any existing manhole until the system is
finaled. Pipe laying shall proceed with the tongue or spigot ends pointed in the direction of flow.
The laying of pipe shall conform to the class of bedding specified. Pipe shall not be laid in water or
when the trench conditions are unsuitable for such work except by written permission of the
engineer. The excavation of trenches shall be fully completed a sufficient distance in advance of the
pipe laying and the exposed ends of all pipe shall be fully protected with a board or approved
stopper to prevent earth or other substances from entering the pipe.
The interior of the sewer shall be carefully cleaned from all dirt, cement, or superfluous material of
every description as the work progresses. If necessary, pipe shall be thoroughly flushed at the
completion of the work at the expense of the contractor as directed by the engineer.
8.06 GRADE CONTROL
The contractor shall maintain the line and grade of the pipe in the trench by means of the laser or
batter board method. Not less than two boards ahead and one board behind the working point may
be set at any time, as each new board is set, it shall be visually checked with the preceding boards. If
the boards have been correctly set and the error is yet apparent, the engineer shall be notified
immediately so that the staking may be checked.
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The boards shall be level at all times and located far enough from the trench so that subsidence of
the ground adjacent to the trench will not effect their position. The chalk lines shall be kept taut and
shall be set at a minimum distance of five feet (S) apart. A laser beam may also be used to maintain
line and grade.
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SECTION 9.00 - PIPE JOINTING
9.01 GENERAL
Joints for concrete pipe shall be made by wiping the joints clean, applying the manufacturer's
recommended lubricant compound over the entire joint surface and then inserting the spigot end into
the bell with sufficient force to properly seal the pipes. Joints for poly -vinyl chloride pipe on
mainline (lateral) sewer lines shall be made by the use of a solvent cement or push -on rubber
gaskets. Fernco fittings will not be allowed. Typical residential or commercial sanitary services
shall be solvent weld joints. All jointing procedures shall be in accordance with the
recommendations of the pipe manufacturer.
9.02 PIPE JOINTS
Pipe joints shall be made using the materials specified under Section 2.00. All sliding surfaces of
the joint shall be cleaned and lubricated immediately before the pipe is brought home.
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SECTION 10.00 - HOUSE CONNECTIONS, WYES
10.01 GENERAL
As indicated on the plans and detail plates, six -inch (6 ") wyes shall be installed for building
connections at such intervals as the size of the lots may demand. Where the depth of the trench
exceeds sixteen (16') feet, the contractor shall use a riser, and shall be extended to a minimum of
nine (9) feet below the surface at a point nine (9) feet behind the property line (see standard plate
No. 2001), or as shown on the plan for the invert of sewer services. No Femco fittings will be
allowed. Sewer service material including pipe, wyes and fittings shall be SDR 26.
The joints and bedding shall be made as previously specified. The tops of all risers and openings to
wye and/or tee branches shall be capped by solventweld plug to prevent any water from entering the
service until the connection is placed in service.
10.02 RECORD AND LOCATION OF SERVICE CONNECTIONS
It shall be the duty of the contractor to keep an accurate record of service connections as to location
at lateral, vertical and horizontal bends and right -of -way, depth to top of riser, type of connection
provided, etc. Location shall be made in respect to the nearest manhole center downgrade from the
service. Curb stops shall be tied to definable landmarks such as manholes, catch basins, gate valves,
hydrants and building corners. The length of ties shall be no longer than 100 feet between tie points.
If a permanent structure is not available within the 100 -foot length, a third tie point of not more than
150 feet shall be supplied. Property corners, trees, power poles, light poles, telephone or utility
boxes are not acceptable ties. This record shall be turned over to the engineer for his/her records at
time intervals specified by the engineer.
At the end of all house connections, the contractor shall furnish and set a two -inch by two -inch
(2 "x2 ") wooden marker stake set vertically to two feet (2) above the ground surface. In areas of
newly platted land where the houses have not yet been built on the lots serviced, the contractor shall
furnish and set steel fence posts securely wired to the two -inch by two -inch (2 "x2 ") and allowed to
extend three feet (3) to four feet (4) above the ground surface. The two -inch by two -inch (2 "x2 ")
wooden marker stake shall extend from the invert of the service stub to two feet (2) above the
ground surface. If the sanitary sewer service is accompanied by a water service in the same trench
then the six foot (6) steel fence post may be deleted.
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SECTION 11.00 - SANITARY SEWER LEAKAGE TESTING
11.01 GENERAL
Disposition of abandoned facilities and reconnection of existing facilities shall be as provided for in
the Plans, Specifications, and Special Provisions.
11.02 SANITARY SEWER LEAKAGE TESTING
All sanitary sewer lines, including service connections, shall be substantially watertight and shall be
tested for excessive leakage upon completion and before connections are made to the service by
others. Each test section of the sewer shall be subjected to exfiltration testing, either by hydrostatic
or air test method as described below and at the Contractor's option. The requirements set forth for
maximum leakage shall be met as a condition for acceptance of the sewer section represented by the
test.
If the ground water level is greater than three feet above the invert elevation of the upper manhole
and the Engineer so approves, infiltration testing may be allowed in lieu of the exfiltration testing, in
which case the allowable leakage shall be the same as would be allowed for the Hydrostatic Test.
All testing shall be performed by the Contractor without any direct compensation being made
therefore, and the Contractor shall furnish all necessary equipment and materials, including plugs
and standpipes as required.
11.03 AIR TEST METHOD
The sewer pipe section under test shall be clean at the time of testing but the pipe may be wetted.
Pneumatic balls shall be used to plug the pipe ends at manholes. Low pressure air shall be
introduced into the plugged line until the internal air pressure reaches 4.0 psi greater than the
average back pressure of any ground water pressure that may submerge the pipe. At least two
minutes shall be allowed for the air temperature to stabilize before readings are taken and the timing
started. During this time the Contractor shall check all plugs with soap solution to detect plug
leakage. If plugs are found to leak, air shall be bled off, the plugs shall be retightened, and the air
shall be reintroduced into the line.
The sewer section under test will be accepted as having passed the air leakage test if it does not lose
air at a rate to cause the pressure to drop from 3.6 to 3.0 psi in less time than one -half minute per
inch in diameter of the pipe tested.
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Pipe Diameter in Inches
Minutes
4
2.0
6
3.0
8
4.0
10
5.0
12
6.0
15
7.5
18
9.0
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10.5
11.04 HYDROSTATIC TEST METHOD
After bulkheading the test section, the pipe shall be subjected to a hydrostatic pressure produced by a
head of water at a depth of three feet above the invert elevation of the sewer at the manhole of the
test section. In areas where ground water exists, this head of water shall be three feet above the
existing water table.
The water head shall be maintained for a period of one hour during which time it will be presumed
that full absorption of the pipe body has taken place, and thereafter for an extended period of one
hour the water head shall be maintained as the test period. During the one hour test period, the
measured water loss within the test section, including service stubs, shall not exceed the Maximum
Allowable Loss (in Gallons Per Hour per 100 Feet of Pipe) given below for the applicable Main
Sewer Diameter.
Main Sewer Diameter
(In Inches)
Maximum Allowable Loss*
(In Gallons Per Hour Per 100 Feet)
6
0.5
8
0.6
10
0.8
12
1.0
15
1.2
18
1.4
21
1.7
24 & Larger
1.9
*Based on 100 Gallons Per Day Per Pipe Diameter Inch Per Mile
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If measurements indicate exfiltration within a test action section is not greater than the allowable
maximum, the section will be accepted as passing the test.
11.05 DEFLECTION TEST
Deflection tests shall be performed on all plastic gravity sanitary sewer pipes. The test shall be ■
conducted after the sewer trench has been backfilled to the desired finished grade and has been in
place for 30 days.
The deflection test shall be performed by pulling a rigid ball or pointed mandrel through the pipe
without the aid of mechanical pulling devices. The ball or mandrel shall have a minimum diameter
equal to 95% of the actual inside diameter of the pipe. The maximum allowable deflection shall not
exceed five percent of the pipe's internal diameter. The time of the test, method of testing, and the
equipment to be used for the test shall be subject to the approval of the City Engineer. The
contractor shall check for excess deflection in all portions of the PVC sanitary sewer line after
placement of the backfill materials in the trench. The deflection will be checked by means of a
Mandrel prior to final acceptance of the sanitary sewer line or after 30 days of its installation,
whichever is the greater. The owner reserves the right to measure pipe deflection at any time during
the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be
considered failure of the bedding procedure. The test shall be performed without using mechanical a
pulling devices.
The contractor shall be required to re- excavate the trench, recompact the backfill material and
restore the surface at no additional compensation with the re -laid pipe meeting the 5% requirement.
An air pressure retest to be performed if applicable.
All testing shall be performed by the Contractor at his/her expense without any direct compensation
being made therefore, and s/he shall furnish all necessary equipment and materials required.
11.06 TEST FAILURE AND REMEDY
In the event of test failure on any test section, testing shall be continued until all leakage has been
detected and corrected to meet the requirements. All repair work shall be subject to approval of the
Engineer. Introduction of sealant substances by means of the test water will not be permitted.
Unsatisfactory repairs or test results may result in an order to remove and replace pipe as the
Engineer considers necessary for test conformance. All repair and replacement work shall be at the
Contractor's expense.
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SECTION 12.00 - SETTING MANHOLES AND CATCH BASINS
12.01 GENERAL
Manholes and catch basins shall be set and jointed to the line in the manner specified for laying and
jointing pipe.
12.02 LOCATION
Manholes and catch basins shall be located as shown on the plan or as directed by the engineer.
' 12.03 TYPE OF CONSTRUCTION
Wherever possible, and unless otherwise specified, the manholes and catch basins shall be
constructed of precast sections. Where standard sections cannot be used, sections may be
constructed of brick, block concrete, or a combination of such materials. Unless otherwise specified,
the manholes and catch basins if necessary shall be constructed with steps in accordance with the
standard plate of this specification.
12.04 CONSTRUCTION DETAILS
The details of construction of each individual structure shall conform to the drawings and
specifications as designated. Frames and covers shall be set to the designated elevation in a full
mortar bed. The bottom of all manholes shall be constructed of half section of equivalent size pipe
shaped to conform to the inlet and outlet pipe so as to allow a free, uninterrupted flow.
12.05 ADJUSTING RINGS AND BLOCKS
A minimum of two 2" rings and a maximum of three 4" adjusting rings shall be provided between
the cast iron cover frame and the top concrete manhole section. The rings shall be two inches (2 ")
and/or four inches (4 ") in thickness and be grouted between rings. In lieu of using more than 2 -2"
rings a 4" ring shall be substituted
12.06 WATERPROOFING AND PRECAST SECTION JOINT CONSTRUCTION
Manholes and catch basins shall be constructed in such a manner that they are waterproof. Joints
between manhole sections shall be made using confined O -ring rubber gaskets as specified
previously.
12.07 LIFTING HOLES
Not more than two (2) lifting holes will be allowed in any precast manhole section. All lifting holes
shall be plugged with non - shrinking mortar to ensure a waterproof installation.
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12.08 MANHOLE AND CAT B ASIN BASE
Concrete base shall be of size and depth as shown on the drawings. Concrete used shall have a
28 -day compressive strength of at least 3,000 pounds per square inch.
Precast base must be placed on a minimum of six inches (6 ") of granular material which has been
thoroughly compacted and leveled off across the entire width of the base.
Where the foundation is unstable, the engineer may order the contractor to install manholes on
piling. Manhole base reinforcement and timber piles shall be as shown on the drawings.
12.09 MANHOLE DROP SECTIONS ,
Manhole drop sections shall be constructed where shown on the plans according to the detail
drawings. No inside drops shall be allowed unless the structure in which the inside drop is to be
constructed is a minimum of 72" in diameter.
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SECTION 13.00 - BACKFILLING
13.01 GENERAL
All excavation in trenches shall be backfilled to the original ground surface or to such grades as
specified or shown on the plans. The backfilling shall begin as soon as practicable after the pipe has
been placed. Prior to any backfilling, the excavation shall be cleaned of all trash, debris, organic
material and other undesirable material.
13.02 BACKFILL PROCEDURE AT PIPE ZONE
Backfilling and compacting shall be done as thoroughly as possible so as to prevent after settlement.
Depositing of the backfill shall be done so the shock of falling material will not injure the pipe or
structures. Grading over and around all parts of the work shall be done as directed by the engineer.
Bedding material as specified in Sewer Specification 7.02 or other suitable material as determined
by the engineer, free from rocks and boulders, shall be deposited in the trench simultaneously on
both sides of the pipe for the full width of the trench to a height above the top of the pipe as specified
shovel placed and hand tamped to fill completely all spaces under and adjacent to the pipe. In the
event that natural, suitable, granular material is not encountered during the normal excavation of the
trench, or when the material encountered is determined unsuitable by the engineer, for backfilling
around the pipe as required above; the contractor shall provide and place such approved material
obtainable from other sources. (This procedure and specification is applicable to all sanitary sewer
and storm sewer installations.)
13.03 BACKFILL PROCEDURE ABOVE THE PIPE ZONE
Unless otherwise specified, suitable backfill material shall be furnished and the following backfill
procedures shall apply and be used above the "pipe zone" to either the existing surface elevation or
design grade, as specified, with the cost of such considered incidental to the installation of the pipe
unless specified for a particular section of the project by the special provisions and/or plans, or
allowed in writing by the engineer, and a unit price has been established.
13.03A Type 1 . The trench shall be backfilled to obtain the necessary compaction, with the lift
thickness as required, dependent upon type of roller. The backfill material shall be compacted to
95% of the standard moisture density relationship of soils (ASTM D698 -70) except the top three feet
(3') of the trench which shall be compacted to 100% density. The moisture contents of these backfill
materials shall be within a range of f 3% of optimum moisture content. If the existing moisture
content of the backfill material below three feet of subgrade is greater than 3 percentage points
above the optimum moisture content, the soil shall be compacted to a minimum density of 3 pounds
per cubic feet less than the standard Proctor curve at that moisture content. At no time shall the
density be less than 90 percent of the standard Proctor density. This modification of the compaction
specification shall at no time be used or applied to the upper 3 feet of the subgrade or the aggregate
base. In the event the contractor fails to meet these compaction requirements, corrective measures
such as spreading/discing/farming, etc. shall be undertaken or the Contractor may elect to backfill
with a more suitable material taken from another source. All of these corrective measures shall be at
the Contractor's expense.
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Any settlements greater than one inch (F) as measured with a string line from one edge of the
settlement to the other within the warranty period of this contract shall be considered failure of the
mechanical compaction and all street surfaces, driveways, boulevard and ditch areas shall be
repaired by the contractor at no cost to the City.
13.03B Type H . Under state or county highways and road, the contractor shall obtain the necessary
permits at his/her expense after commencing any type of work upon a state or county highway or
roadway. All such work, especially backfilling, shall conform to state and county standards and
specifications.
13.04 DISPOSAL OF EXCESS MATERIALS AND DEBRIS
Unless otherwise specified, excavated material either not suitable or not required for fill material ,
shall be disposed of by the contractor outside of the right -of -way at his/her expense in any manner
s/he may elect subject to the provisions of the following paragraph.
Before dumping such materials or debris on a private or public land, the contractor must obtain from
the owner of such land written permission for such dumping and a waiver of all claims against the
owner for any damage to such land which may result therefore together with all permits required by
law for such dumping. A copy of such permission, waiver of claims and permit shall be filed with
the engineer before said disposal is made.
13.05 FILL MATERIAL
Normal, allowable "fill material' used in backfilling outside of the pipe zone encasement shall be
sand, gravel, or clay free from pieces of rock, concrete or clay lumps more than 1/3 cubic foot in
volume, roots, stumps, organic soil, vegetation, tin cans, rubbish, frozen materials, and similar
articles and substances whose presence in the backfill would cause excessive settlement. In that
portion of the backfill which is within six inches (6 ") of a road subgrade, there shall be no stones
which will be retained on a three -inch (3) sieve.
13.06 DENSITY TESTS
Density tests will be performed by an approved soils testing firm at various locations and depths
throughout the project as directed by the engineer. The contractor shall cooperate fully and provide
assistance as necessary to complete these tests with no additional compensation being made to the
contractor. A minimum of one test at an elevation approximately two feet above the top of pipe, one
test in the top three feet and one test at an intermediate elevation per 100 feet of pipe. A minimum
of 50% of the individual water and sewer service trenches shall be tested at elevations listed above.
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13.07 TEST ROLLING I
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Test rolling when requested by the engineer shall be in accordance with MnDOT Specification 2111
except as modified herein under Sections 1.03 and 1.04 Subgrade Preparation & Correction of the
Street Construction Specifications.
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SECTION 14.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE
14.01 RESTORATION OF SURFACE
All surfaces disturbed during the construction period, including adjacent streets used to access the
project, whether caused by actual excavation, deposition of excavated material, or by the
construction equipment, shall be returned to its original conditions or better. Exceptions to the
above, if any, or special instructions pertaining to any particular section of the project will be
outlined in the special provisions. Any excess dirt shall be removed by the contractor in accordance
with Section 13.04 of these specifications.
14.02 DUST CONTROL DURING CONSTRUCTION
The contractor shall at his/her own expense maintain dust control as necessary and in a manner ,
satisfactory to the engineer until final acceptance of the project or until restoration has been
completed.
14.03 MAILBOX RESTORATION
The contractor, at his/her expense, shall replace and restore mailboxes disturbed by the work. I
14.04 MAINTENANCE OF STREETS UNTIL SURFACED
After backfilling according to the above specifications, the contractor shall maintain the streets as
required and blade as necessary to provide a passable surface for traffic until the surfacing is
completed or to the date of final acceptance.
14.05 CLEANING UP
Surplus pipe material, tools, and temporary structures shall be removed by the contractor, and all dirt ,
and/or rubbish caused by his/her operations and excess earth from excavations shall be hauled to a
dump provided by the contractor, and the construction site shall be left in a condition satisfactory to '
the engineer.
14.06 GUARANTEE
The contractor shall be held responsible for any and all defects in workmanship and materials which
may be developed in any part of the entire installation furnished by him and upon written notice
from the engineer shall immediately replace and make good, without expense to the owner, any such
faulty part or parts and damage done by reason of same, during the two -year period as prescribed in
the conditions of the contract.
14.07 FAILURE TO REPLACE DEFECTIVE PARTS
Should the contractor fail to make good the defective parts within a period of 30 days of such
notification, after written notice has been given him, the owner may replace these parts, charging the
expense of same to the contractor.
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' SECTION 15.00 - TURF ESTABLISHMENT
15.01 GENERAL
' All turf establishment shall be in accordance with Section 4.14, Turf Establishment, of the street
specifications which is included as part of this Standard Specification.
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C
SECTION 16.00 - OPEN DITCH CONSTRUCTION
16.01 GENERAL '
The work covered by this specification may be performed with any means and equipment capable of ,
doing a proper job.
16.02 EXCAVATION
The contractor shall excavate whatever substances are encountered to the size and dimensions
shown by the drawings, plans, profiles, and cross - sections, or as instructed by the engineer.
Wherever seeding or sodding has been specified, the black topsoil shall be selectively stripped and
stockpiled to both sides of the right -of -way or use as topsoil for the seeding and sodding portion of
the project.
The side slopes and bottom of the ditch are to be dressed as smooth and even as can be done by the
skillful operation of the machinery employed to do the work. All waste material shall be removed
therefrom to the satisfaction of the engineer.
During the course of construction, the contractor shall conduct his/her operation in such a way that '
the completed work shall be in reasonable facsimile to that shown on the plans for any particular
section. Extra excavation and cost incurred for this purpose shall be at the expense of the contractor.
16.03 WASTE BANKS
Unless otherwise directed, the contractor shall place the waste banks on both sides of the ditch and
level them to correspond with the slope of the ground surface as closely as possible. The material
shall be finished smooth by a bulldozer, grader or dragline to the satisfaction of the engineer.
Openings shall be left in the waste banks for the drainage of adjacent land, crossings or waterways.
16.04 OBSTRUCTIONS I
The contractor shall remove all bridges, trees, stumps, rocks, brush, culverts, and other obstruction to
his/her work within the right -of -way. Bridge or culvert material which may be usable again shall be
piled outside of the right -of -way. '
16.05 SILT REMOVAL
The ditch will be checked for grade and widths as the work progresses. Any work not to grade or of M
proper width shall be corrected. All work shall be maintained to the proper depth and width in
which that part of the ditch is constructed until the end of the working season.
In case silt washes into the ditch or the banks cave into it later, the silt or cave in shall be removed, if
necessary, for which the contractor shall be paid on an equipment rental basis, or some other method
of compensation, if the same is agreed upon by the contractor, engineer, and representative of the
owner.
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SECTION 17.00 - RIPRAP AND EROSION CONTROL MATERIALS
17.01 GENERAL
The contractor shall furnish and install riprap as designated by the plans or as directed by the
engineer to prevent the possibility of erosion.
17.02 RIPRAP MATERIALS
The riprap material shall conform to Minnesota Department of Transportation Standard
Specifications 3601. The stone shall be durable field or quarry stone of approved quality, sound,
hard, and free from seams, cracks or other structural defects. Unless otherwise specified, the stone
may be round, flat, or other shapes in between.
17.02A Class or Size of Hand Placed and Grouted Riprap The individual stones, except those used
for chinking, shall not weigh less than 50 pounds each.
17.02B Size of Rock Versus Weight As a guide, the following table is included which compares the
approximate average diameter with the various weights of round stone. Of course, flat stones of an
equivalent weight would have a greater diameter.
Weight
(Lbs.)
Average
Diameter
(Inches)
Weight
(Lbs.)
Average
Diameter
(Inches)
10
6
150
15
30
9
180
16
50
10
250
18
80
12
300
19
110
14
400
21
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17.03 RANDOM RIPRAP
This work shall conform to MnDOT Specification 2511.
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17.04 HAND PLACED RIPRAP
This work shall conform to MnDOT Specification 2511.
'
17.05 GROUTED RIPRAP
This work shall conform to MnDOT Specification 2511.
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17.06 EROSION CONTROL
The contractor shall install and maintain fabric fences, conforming to special provisions or as
approved by the City Engineer or other appropriate erosion control materials at all storm sewer
outlets and other potential erosion problem areas along lakes, streams or ponds as noted on the plans
or as directed by the engineer.
17.07 FILTER BLANKET MATERIAL
Filter blanket material shall conform to MnDOT Specification 3601.B, and shall be placed beneath
the riprap material at each storm sewer outlet.
17.08 LINER MATERIAL
Erosion control liner material shall be placed beneath the filter blanket material at each storm sewer
outlet as described on the standard plate. The liner shall be staff permealiner plastic filter material
#M1195, or equal.
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SECTION 18.00 - FORCEMAIN
' 18.01 DUCTILE IRON PIPE
(a) Rubber Gasket Joints All rubber gasket joints are to be in accordance with AWWA
Specification C 111 latest revision. Adequate means for electrical conductivity shall be
provided for the gasket joint.
(b) Fittings All fittings are to be in accordance with AWWA Specification C110, latest
revision. All fittings are to have short body laying dimensions.
1 35
The ductile iron pipe covered by this specification shall be of the push on joint type or the
mechanical joint type, centrifugally cast to conform to all requirements of AWWA Specification
C151, latest revision.
Minimum thickness of ductile iron pipe
shall be as follows:
3" Ductile Iron Pipe
0.25"
Class 51
4" Ductile Iron Pipe
0.26"
Class 51
6" Ductile Iron Pipe
0.25"
Class 50
8" Ductile Iron Pipe
0.27"
Class 50
10" Ductile Iron Pipe
0.29"
Class 50
12" Ductile Iron Pipe
0.31"
Class 50
14" Ductile Iron Pipe
0.33"
Class 50
16" Ductile Iron Pipe
0.34"
Class 50
18" Ductile Iron Pipe
0.35"
Class 50
'
20" Ductile Iron Pipe
0.36"
Class 50
24" Ductile Iron Pipe
0.38"
Class 50
'
30" Ductile Iron Pipe
0.39"
Class 50
36" Ductile Iron Pipe
0.43"
Class 50
42" Ductile Iron Pipe
48" Ductile Iron Pipe
0.47"
0.51"
Class 50
Class 50
54" Ductile Iron Pipe
0.57"
Class 50
All pipe shall have a cement mortar
lining in accordance with AWWA Specification C104, latest
revision.
All ductile iron pipe shall be marked 'DUCTILE
IRON" in large letters. The nominal wall thickness
shall be plainly marked on each piece of pipe.
(a) Rubber Gasket Joints All rubber gasket joints are to be in accordance with AWWA
Specification C 111 latest revision. Adequate means for electrical conductivity shall be
provided for the gasket joint.
(b) Fittings All fittings are to be in accordance with AWWA Specification C110, latest
revision. All fittings are to have short body laying dimensions.
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18.02 POLYVINYL CHLORIDE PRESSURE PIPE
The polyvinyl chloride pressure pipe (P.V.C. pressure pipe) covered by this specification shall ,
conform to ASTM D -1784, Type I, Grade 1, and ASTM D -2241 SDR -PR 41, 100 psi latest revision
and shall have a minimum working pressure of 100 psi.
All pipes shall be marked P.V.C. ASTM D -1120 and ASTM D -2241. The class pressure rating or
SDR shall be plainly marked on the pipe.
(a) Rubber Gasket Joints All P.V.C. pressure pipe shall have rubber gasket joints in accordance
with ASTM D -1869. Joints shall be kept clean and properly lubricated prior to installation.
(b) Fittings. All fittings shall be compatible with the pipe supplied and shall have a minimum
working pressure of 200 psi (SDR -21).
18.03 AIR AND VACUUM VALVES
Sewage air and vacuum valves shall be Crispen sewage valves, Model Number S20B and S20AB, as
manufactured by Multiplex Manufacturing Co., or approved equal.
The valve shall be furnished with a two -inch (2 ") inlet, a two -inch (2 ") shut off valve and all other '
accessories needed for back flushing such as a one -inch (1 ") blow off valve, a one -half inch ( /�')
shut off valve and a quick disconnect coupling with back flushing hose. ,
An operating and maintenance instruction manual shall be included with the valve.
18.04 AIR RELIEF MANHOLE
Air relief manholes shall be constructed of precast concrete sections with R -4 joints as designated on
the plans and shown on the detail plate in accordance with ASTM designation C -139.
18.05 PIPE INSTALLATION
All pipes shall be laid to the depth shown on the contract drawings. The contractor shall '
satisfactorily maintain the specified cover by the use of grade boards. If additional bends are
required, where not shown on the drawings to maintain alignment around curves, the contractor shall ,
provide the required number and be compensated at the unit price as proposed on the bid form. The
following is the maximum allowable joint deflection for the ductile iron pipe.
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(a) Handling of Force Main Material Into Trench Proper tools and facilities satisfactory to the
engineer shall be provided and used by the contractor for the safe and convenient
prosecution of the work. All pipe, fittings and valves shall be carefully lowered into the
trench in such a manner as to prevent damage to force main materials and protective coatings
and linings. Under no circumstances shall force main materials be dropped or dumped into
the trench.
(b) Jointing All types of joints shall be made in strict accordance with manufacturer's
specifications. All pipe ends shall be wire brushed, wiped clean, and kept clean until joints
'
are made. For the assembly of the push -on type of joint, additional cleaning shall be
required with a power driven wire brush or other means just prior to assembly until clean,
bright, metallic surface shows in the locations where the metal inserts of the gasket will
Mechanical
Joints
Slip Joint
4 inch
4 25'
5 0
6 inch
8 inch
4 25'
3 51'
5 0
5 0
'
10 inch
3 42'
5 0
12 inch
3 08'
5 0
14 inch
2 39'
3 0
16 inch
2 21'
3 0
18 inch
2 07'
3 0
18.06 LAYING PIPE
(a) Handling of Force Main Material Into Trench Proper tools and facilities satisfactory to the
engineer shall be provided and used by the contractor for the safe and convenient
prosecution of the work. All pipe, fittings and valves shall be carefully lowered into the
trench in such a manner as to prevent damage to force main materials and protective coatings
and linings. Under no circumstances shall force main materials be dropped or dumped into
the trench.
(b) Jointing All types of joints shall be made in strict accordance with manufacturer's
specifications. All pipe ends shall be wire brushed, wiped clean, and kept clean until joints
'
are made. For the assembly of the push -on type of joint, additional cleaning shall be
required with a power driven wire brush or other means just prior to assembly until clean,
bright, metallic surface shows in the locations where the metal inserts of the gasket will
contact the socket and spigot after assembly.
(c) Cutting Pipe Untapered spigot ends may be encountered when pipes are cut in the field.
Before assembly, the cut end should be beveled with a heavy file or other suitable apparatus,
removing any sharp or rough edges to protect the gasket from injury and ensure ease of
assembly.
'
(d) Blocking All fittings, at points of bends in the line, shall be solidly braced against the end or
sides of the trench. All fittings shall be blocked with concrete. The concrete to have a
minimum compressive strength of 2000 psi and the block to be of sufficient size so as not to
exert more than 2000 lbs. per square foot pressure against the soil.
18.07 TESTING FORCEMAINS
(a) Hydrostatic Tests Required A pressure test shall be required for all installations of force
main and all appurtenances.
Pressure Test The pressure test shall be held at a hydrostatic pressure equal to twice (b) Pressure y p q e the
' maximum design pressure or a minimum hydrostatic pressure of 70 pounds per square inch
for a period of one hour in the presence of the engineer. At the end of the one hour period,
the pressure drop shall be read. Next, the contractor shall add water to the system through a
water meter capable of measuring increments to a tenth of a gallon until the water system has
37
been restored to the original hydrostatic pressure as stated above. The quantity of water
added to the system shall then be read to the nearest tenth of a gallon. The maximum ,
allowable quantity of water which may be added to the water system is one pint per hour for
each section of force main tested between consecutive valves or plugs. A suitable container
graduated in increments of one pint shall be used as the source of water.
(c) Procedure Each valved section of pipe shall be slowly filled with water from a safe source,
and the specified test pressure, measured at the lowest point of elevation, shall be applied by '
means of a water pump connected to the pipe in a manner satisfactory to the engineer. Where
valves do not exist the contractor shall plug the end of the line in a manner satisfactory to the
engineer. The pump, pipe connections, gauge and all necessary apparatus shall be furnished
by the contractor and shall be approved by the engineer before any test is made. All
necessary pipe taps shall be made by the contractor as may be directed by the engineer.
(d) Expelling Air Before Test Before applying the specified test pressure, all air shall be '
expelled from the pipe. To accomplish this in those instances where air relief manholes
exist, the pipe shall be filled with water until all air has been expelled through the air relief
valve. Then the shut off valve between the force main and air relief valve shall be closed
and the air relief valve disconnected from the system. The pressure test on the force main
can then proceed as outlined above.
(e) Examination Under Pressure Any cracked or defective pipes, valves and fittings discovered
in consequence of the pressure test shall be removed and replaced by the contractor with '
sound material and the test shall be repeated until satisfactory to the engineer. The pressure
test shall be performed in a manner approved by the engineer. The contractor shall correct
all faulty materials or workmanship discovered during the tests and all such corrections shall '
be made to the satisfaction of the engineer at the contractor's expense.
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SECTION 19.00 - TELEVISION INSPECTION
A. Televising shall be performed on all newly constructed gravity sanitary sewer lines after
successful leak testing has been completed and accepted.
Sewer Department. The amount of water shall be sufficient enough to distinguish
B. Format — The video will be submitted in a DVD format with both audio and video. A bound
report document shall accompany all videos.
3.
A fan/vacuum shall be utilized if steam given off by the sanitary sewer affects the
C. Camera — The camera will be self - propelled and will have the ability to tilt up and down and
pan left to right. Camera must provide crisp color images.
4.
Each ran will consist of a starting and ending ME number, line size and type,
D. Line Requirements:
'
1. All lines shall be jetted and vacuumed so that all debris has been removed prior to
televising.
'
2.
Small quantity of water is to be introduced into the line prior to televising. Amount
shall be determined by the Engineer and coordinated with the City's Water and
Sewer Department. The amount of water shall be sufficient enough to distinguish
'
any sags or alignment problems with the pipe.
3.
A fan/vacuum shall be utilized if steam given off by the sanitary sewer affects the
camera visibility.
4.
Each ran will consist of a starting and ending ME number, line size and type,
'
direction of flow, and a zero reading on the counter at center of the starting manhole.
5.
Clear audio shall be used to describe items mentioned above as well as any defects
found in the line. Defective items shall include but not be limited to, separated or
misaligned joints, leaks, cracks, mineral deposits, debris, roots, and abandoned
services.
6.
Each service wye shall be examined using the pan and tilt feature.
7.
The video camera operator shall type into the video the station (distance), Wye
location and either the left or right side of the pipe and any problems they notice
while televising the sewer lines.
'
8.
Manhole requirements:
a. Examine starting and ending doghouses for quality of mortar work.
b. While at the bottom of the manhole, the camera will examine all joints as
' high as it can see around the entire manhole circumference. Joints shall be
examined for infiltration and excessive gaps.
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9. All outside drops shall be noted and visually examined looking down from the top.
E. Report requirements:
1. The location shall be given. Included are the city in which the work was performed,
the street name (if applicable), and manhole labels corresponding to the engineer's
plan.
2. Identify the pipe type and size, average joint length, and total televised line length.
3. Provide starting and ending manhole depths to the nearest 0.5'.
4. List the direction of flow.
5. Identify the service wyes. Include the location relative to the zero starting point, the
side (left of right), and the clockwise position of the wye (i.e. 10:00). Note any
problems associated with the service wye.
6. Clearly note the location and type of any problem or defect encountered in the line.
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SECTION 20.00 - METHOD OF PAYMENT
The work shall be measured and the compensation determined in the following manner:
20.01 SEWER PIPE
Sewer pipe shall be paid for at the contract price per lineal foot, which shall include the cost of
furnishing all pipe, pipe bend sections, jointing material, bedding material and other material and of
delivering, handling, laying, dewatering, trenching, sheeting and backfilling, testing, restoring of the
surface, necessary permits, and all material or work necessary to install the pipe complete in place at
the depth specified. The length of pipe for which payment is made shall be the actual overall length
measured along the axis of the pipe to the centerline of the manhole. Lengths of branches will be
measured from the centers of connecting manholes to the center of manhole. All lengths will be
measured in a horizontal plane unless the grade of the pipe is more than 15 %. The depth of cut for
payment shall -be defined as the distance between the invert of the pipe at a particular point and the
intersection of a vertical or plumb line extended from the said point to the point of intersection of the
line with the ground surface as it exists at time of construction.
20.02 CAST IRON PIPE OR DUCTILE IRON PIPE IN LIEU OF OTHER SEWER PIPE
C.I.P. or D.I.P. not shown on the plans but placed upon direction of engineer in lieu of other sewer
pipe shall be paid for as sewer pipe in accordance with Section 20.01 above plus the contract unit
price per lineal foot bid as "Additional cost per foot for substituting C.I.P. or D.I.P. in lieu of other
sewer pipe" as listed on the proposal form for the diameter of pipe furnished.
20.03 MANHOLES
The standard manholes and drop manholes shall be paid for at the contract unit price which shall
include the cost of furnishing all pipe, tees, horseshoes, precast sections, sewer block, concrete slabs,
adjusting rings, mortar, castings, chimney seals, water proofing, jointing and other material and of
delivering, handling, excavating, sheeting, backfilling, dewatering, restoring of the surface and all
material or work necessary to install the units complete in place at the depth specified for the depth
of 0 -8 feet plus an additional payment at the contract unit price per lineal foot of depth greater than
eight feet (8'). Manholes shall be measured from the invert of the sewer to the top of the cover.
20.03A Drop Section for Drop Manholes The risers for drop manholes consist of D.I.P. including
pipe support and all appurtenances will be paid for at the contract unit price per lineal foot Length
of riser shall be computed as distance from tee invert to invert of lowest pipe entering manhole
20.04 WYES, TEES AND SPECIAL FITTINGS
Wyes, tees and special fittings will be paid for at the contract price for each unit furnished of the size
and classification specified in the proposal form.
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20.05 CATCH BASINS
Catch basins will be paid for at the contract unit price, including base and casting.
20.06 FLARED -END SECTIONS IN PLACE I
End sections will be paid for at the contract unit price for each size furnished and shall include
placing costs and trash guard Riprap materials will be paid at the contract unit price. Flared -end
sections will not be included in the lineal footage of pipe being measured.
20.07 PILING I
Piling up to 20 -feet long including caps shall be paid for at the contract unit price for each single pile
bent in place. No additional payment will be made for cradles. '
Any piling required over 20 feet in length shall be paid for as excess length of piling. Payment will
not be made for cut off lengths.
'
Double pile bents shall be paid for according to the length of each individual pile. There shall be no
additional compensation for lumber or hardware used to tie the piles together.
'
20.08 FOUNDATION MATERIAL
Material used for refilling to pipe foundation grade to assure firm foundation for pipe shall be paid
for at the contract unit price ep r to in place. Payment shall include cost of excavation and
placement.
20.09 SPECIAL SECTIONS
Special sections will be paid for at the contract price on a lump sum basis for all work and material
'
necessary for the complete installation or construction.
20.10 PILING FOUNDATION FOR MANHOLES
'
Payment for 'Piling Foundation for Manholes" will be paid at the unit price bid and shall include
steel reinforcement of the base, together with four (4) 20 -foot piles each.
'
Piling over 20 feet in length will be paid at the contract unit price per linear foot for each foot of
length over 20 feet driven in place below cut -off.
,
20.11 SHEETING ORDERED IN PLACE
Sheeting ordered left in place shall be paid for at the contract unit price per 1000 board feet.
42 1
rJ
20.12 JACKING
Payment for jacking will be paid for at the contract unit price per lineal foot Sewer used in jacking
will be paid at the bid unit price for that diameter sewer in the 0 -8' cut category or as otherwise
specified.
20.13 INCIDENTAL ITEMS
The cost of all material and labor required to complete this project as specified as shown on the
plans, but not specifically included as a pay item, shall be incidental to the various unit prices bid.
20.14 TELEVISION INSPECTION
Payment for televising of sanitary and/or storm sewer lines will be paid for at the contract unit price
per linear foot.
20.15 SUBSURFACE DRAINTILE
Measurement will be made by the length of furnished and satisfactorily installed Subsurface
Draintile approved by the Engineer. Payment will be made at the contract bid price per linear foot
which shall be full compensation for trenching, fabric wrapped PE pipe and installation, cleanouts,
aggregate backfill, cap, fittings, compaction, connecting to catch basins /manholes, and all other
associated work.
43
1
SECTION 21.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE
21.01 GENERAL '
This section covers the directional bore of High Density Poly Ethylene pipe (HDPE). The '
HDPE pipe shall be designed, furnished, and installed complete with all fittings, jointing
materials, anchors, blocking, encasement, and other necessary appurtences. All materials and
equipment used in the drilling systems shall be of high quality and generally accepted in the '
industry. The services furnished by the contractor shall be performed in accordance with
standard HDD industry practice and these documents and shall include all labor, equipment, and
consumables necessary to accomplish the following tasks: '
a. Clearing, grading, and general site /access preparation necessary for construction
operations. '
b. Transportation of all equipment, labor, materials, and consumables to and from the
jobsite. '
c. Erection of horizontal drilling equipment at the rig site indicated on the drawings.
d. Drilling of a pilot hole to a diameter suitable for installation of the prefabricated pull 1
section.
e. Reaming the pilot hole along the path indicated on the drawings. ,
f. Prefabrication of the pull section including thermal butt fusion of the individual '
HDPE pipes in accordance with the applicable specification.
g. Installation of the prefabricated pull section in the reamed hole.
h. Fusion of HDPE fittings to the ends of each individual HDPE pipe following
installation of the pull section. '
i. Pre - installation and post - installation hydrostatic testing of each individual HDPE pipe
in accordance with the applicable specification. '
j. Clean -up and restoration of all work areas.
21.02 GOVERNING STANDARD '
Except as modified or supplemented herein, all HDPE pressure pipe shall conform to the
applicable requirements of ANSI/AWWA C906. 1
The supplementary information required in the foreword of the governing standard is as follows:
Affidavit of Compliance (Sec. 6.3) Required 1
44
1
Plant Inspection (Sec. 5.9)
Special Markings (Sec. 6.1.4)
Not Required
Not Required
Special Preparation for Shipment (Sec. 6.2)
Special Quality Assurance Testing (Sec. 5)
21.03 SUBMITTALS
Not Required
Required
' All procedures or material descriptions requiring the engineer's approval shall be submitted not
less than 3 weeks prior to commencing any horizontal directional drilling activities. Submittals
shall include but are not limited to the following:
a. Composition of drilling fluid.
I b. Description of the drilling fluid solids control system (plan for minimization and disposal
of excess drilling fluids).
' c. Buoyancy control plan (if applicable).
d. Drilling fluid disposal plan.
21.04 PROTECTION OF UNDERGROUND FACILITIES
The contractor shall undertake the following steps prior to commencing drilling operations.
a. Contact the utility location/notification service and all other utilities not covered by this
' service for the construction area.
b. Positively locate and stake all existing lines, cables, or other underground facilities
including exposing any facilities which are horizontally located within 10 feet of the
' designed drilled path.
c. Modify drilling practices and downhole assemblies to prevent damage to existing
facilities.
The contractor shall be responsible for locating any and all underground facilities regardless of
' the engineer's previous efforts in this regard. The contractor shall be responsible for all losses
and repairs to underground facilities resulting from drilling operations.
' 21.05 PERMITS AND APPROVALS
The Contractor shall obtain all other necessary permits and approvals. All work performed shall
' comply with the requirements of the permits obtained.
45
21.06 QUALITY ASSURANCE
Qualifications - The pipe manufacturer shall provide the services of an experienced, competent,
and authorized representative to visit the site of the work to advise and consult with the
contractor during joining and installation of the pipe. The manufacturer's representative shall
not directly supervise the contractor's personnel, and the contractor shall remain responsible for
the pipeline work.
Storage and Handling - Pipe, fittings, and accessories shall be handled in a manner that will
ensure installation in sound, undamaged condition. Pipe shall not be stored uncovered in direct
sunlight.
21.07 DESIGN
INTENSIONALLY LEFT BLANK
21.08 MATERIALS
Pipe/Fitting - Chevron "Plexco" or Phillips "Driscopipe ", ANSUAWWA C906; material
designation (ASTM D3350), PE 3408, minimum cell classification 334434C, DIPS (Ductile Iron
Pipe Size) OD, DR 11.0.
Joints - Thermal butt fusion joints, ASTM D3261.
Couplings - Electrofusion Couplers.
Connections with DIP - Connections shall be made using fittings suitable for such purposes.
Mechanical joining to the ductile iron pipe shall be made using polyethylene flange adapter and
metal backup ring. The adjoining ductile iron fitting shall be of an equivalent internal diameter
as the polyethylene piping.
Tracer Wire - Tracer wire shall be laid with all HDPE watermain and shall be Copperhead HDD
or engineer approved equal. Coordinate installation, testing, and above ground termination of
tracer wire with the City.
21.09 ACCESS
The contractor shall work within the designated Right of Way. Access to the work site shall be
acceptable to all governing agencies.
2 1. 10 INSTALLATION
Laying Pipe - Pipe shall not be laid in water or under unsuitable weather or trench conditions,
and shall be protected against entry of foreign matter.
46
1
u
' During cold weather, particular care shall be taken in handling and laying pipe to prevent
damage by impact.
' Whenever pipe laying is stopped, the open end of the line shall be closed with a tight - fitting end
board to keep out sand and earth. The end board shall have several perforations near its center to
permit water into the pipe, thus preventing flotation in the event that the trench is flooded.
Standing water in the trench shall be removed before the end board is removed.
' Pipe shall be protected from exposure to sunlight, shall be kept as cool as possible during
installation, and shall be covered with backfill immediately after installation.
' Cleaning - The interior of all pipe and fittings shall be thoroughly cleaned before installation and
shall be kept clean until work has been accepted.
Directional Tolerance - The pilot hole shall be drilled along the path shown on the drawings to
the tolerances listed below:
' a. Alignment - Plus or minus 5 feet.
'
b. Entry Point Location - The pilot hole shall initially penetrate the ground surface at the
exact location shown on the drawings. The contractor shall determine the entry side of
the pilot hole drilling depending on the pipe grade, availability of right -of -way, room to
string the pipeline, and other factors.
c. Exit Point Location - The pilot hole shall finally exit the ground surface at the exact
'
location shown on the drawings.
In all cases, right -of -way restrictions shall take precedence over the listed tolerances. Regardless
of the tolerance achieved, no pilot hole will be accepted if it will result in any or all of the
pipeline being installed in violation of right -of -way restrictions. In all cases, concern for
adjacent utilities and/or structures shall take precedence over the listed tolerances. Listing of
' tolerances does not relieve the contractor from responsibility for safe operations or damage to
adjacent utilities and structures.
Cutting Pipe - Cutting shall comply with the pipe manufacturer's recommendations. Cuts shall
be smooth, straight, and at a right angle to the pipe axis. After cutting, the end of the pipe shall
be dressed to remove all roughness and sharp corners and shall be beveled in accordance with
the manufacturer's instructions.
Jointing - Jointing shall conform to the instructions and recommendations of the pipe
' manufacturer. Sections of HDPE pipe shall be joined into continuous lengths above ground by
the thermal butt fusion method in accordance with the pipe manufacturer's recommendations for
the specified service. The butt fusion equipment used in the joining procedures should be
capable of meeting all conditions recommended by the pipe manufacturer, including, but shall
not be limited to, temperature requirements of 400 F, alignment, and 75 psi interfacial fusion
pressure. Butt fusion joining shall be 100% efficient offering a joint weld strength equal to or
greater than the tensile strength of the pipe.
' 47
Socket fusion and extrusion welding or hot gas welding will not be acceptable.
All joining procedures shall be acceptable to the engineer.
Inspection - Pipe and fittings shall be carefully examined for cracks and other defects
immediately before installation, with special attention to pipe ends. All defective pipe and
fittings shall be removed from the site of the work.
Connections with Other Piping - Connections between HDPE pipe and other piping shall be
made using suitable fittings. Each connection with other piping shall be made at a time and
under conditions which will least interfere with service to customers, and as authorized by the
City. The pipe shall remain in the drilled hole at least 24 hours before any connections or cutting
of pipe shall be made. Facilities shall be provided for proper dewatering and for disposal of all
water removed from the dewatered lines and excavations without damage to adjacent property.
Special care shall be taken to prevent contamination of potable water lines when dewatering,
cutting into, and making connections with other pipe. No trench water, mud, or other
contaminating substances shall be permitted to get into the lines. The interior of all pipe,
fittings, and valves installed in such connections shall be thoroughly cleaned and then swabbed
with, or dipped in, a 200 mg/L chlorine solution.
Reaction Anchorage and Blocking - All tees and plugs installed in piping subject to internal
hydrostatic heads in excess of 30 feet shall be provided with suitable reaction blocking, anchors,
joint harnesses, or other acceptable means of preventing movement of the pipe caused by internal
pressure.
Concrete blocking shall extend from the fitting to solid undisturbed earth and shall be installed
so that all joints are accessible for repair. The dimensions of concrete reaction blocking shall be
as indicated on the drawings or as directed by the engineer.
Reaction blocking, anchorages, or other supports for fittings installed in fill or other unstable
ground shall be provided as indicated on the drawings or as directed by the engineer.
Protective Coating - All steel clamps, rods, bolts, and other metal components of tapping saddles
or reaction anchorages subject to submergence, or in contact with earth or other fill material, and
not encased in concrete, shall be protected from corrosion. The first coat shall be dry and hard
before the second coat is applied.
21.11 REAMING AND PULL BACK
Pre - reaming - Pre - reaming operations shall be conducted at the discretion of the contractor. The
contractor shall insure that a hole sufficient to accommodate the pull section has been produced.
Any damage to the pipe resulting from inadequate pre- reaming shall be the responsibility of the
contractor. All provisions of this specification relating to simultaneous reaming and pulling back
operations shall also pertain to pre- reaming operations.
0
1
'1
48 1
Pulling Loads - The maximum allowable tensile load imposed on the pipe section shall be equal
' to 50 percent (50 %) of the product of the HDPE pipe's specified tensile yield strength and the
area of the pipe section.
1
Torsional Stress - A swivel shall be used to connect the pull section to the reaming assembly to
minimize torsional stress imposed on the section.
Pull Section Support - The pull section shall be supported as it proceeds during pull back so that
it moves freely and the pipe is not damaged.
External Collapse Pressure - The pull section shall be installed in the reamed hole in such a
manner that external pressures are minimized and an appropriate counter - balancing internal
pressure is maintained. Any damage to the pipe resulting from external pressure during
installation shall be the responsibility of the contractor.
Buoyancy Modification - Buoyancy modification shall be used at the discretion of the contractor.
Any buoyancy modification procedure proposed for use shall be submitted to the engineer for
approval. No procedure shall be used which has not been reviewed and approved by the
engineer. The contractor is responsible for any damage to the pull section resulting from
buoyancy modification.
21.12 DRILLING FLUIDS
Composition - The composition of all drilling fluids proposed for use shall be submitted to the
engineer for review and approval. No fluid will be approved or utilized that does not comply
with permit requirements or environmental regulations.
Water - The contractor is responsible for obtaining, transporting, and storing any water required
for drilling fluids. Connecting to fire hydrants is not acceptable. Contact the City to determine
acceptable water locations.
Recirculation - The contractor shall maximize recirculation of drilling fluid surface returns. The
contractor shall provide solids control and fluid cleaning equipment of a configuration and
capacity that can process surface returns and produce drilling fluid suitable for reuse. A
description of solids control and cleaning equipment proposed for use shall be submitted to the
engineer.
Disposal - Disposal of excess drilling fluids is the responsibility of the contractor and shall be
conducted in compliance with all environmental regulations, right -of -way and workspace
agreements, and permit requirements. Drilling fluid disposal procedures proposed for use shall
be submitted to the engineer.
Control of drilling fluids on the site is very critical. Spills of drilling fluids will not be allowed
or permitted.
Inadvertent Returns - The contractor shall employ his best efforts to maintain full annular
circulation of drilling fluids. Drilling fluid returns at locations other than the entry and exit
49
points shall be minimized. In the event that annular circulation is lost, the contractor shall take
steps to restore circulation. If inadvertent surface returns of drilling fluids occur, they shall be '
immediately contained with hand placed barriers (i.e. hay bales, sand bags, silt fences, etc.) and
collected using pumps and other suitable equipment. If the amount of the surface return exceeds
that which can be contained with hand placed barriers, small collection sumps, drilling ,
operations shall be suspended until surface return volumes can be brought under control.
21.13 FIELD QUALITY CONTROL
Instrumentation - The contractor shall at all times provide and maintain instrumentation which
will accurately locate the pilot hole, measure drill string axial and torsional loads, and measure
the drilling fluid discharge rate and pressure. The engineer will have access to these instruments
and their readings at all times. A log of all recorded readings shall be maintained and will
become part of the "As Constructed" information to be supplied by the contractor.
Cleaning and Disinfection - Cleaning and disinfection is described in Section 10.00 of the
Watermain Specifications.
Testing - After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace
Wire Test. These tests are described in Section 10.00 of the Watermain Specifications.
Additional testing may be required at the discretion of the engineer.
All HDPE piping shall be watertight and free from leaks. Each leak that is discovered within the '
correction period specified in the General Conditions shall be repaired by and at the expense of
the contractor.
50
2010
SANITARY SEWER REHABILITATION SPECIFICATIONS
TABLE OF CONTENTS
Page
SECTION1.00 SCOPE ............................................................................... ...............................
1
1.01
General ....................................................................................... ...............................
1
1 .02
Work Included ........................................................................... ...............................
1
1 .03
Location of Work ....................................................................... ...............................
1
1.04
Coordination of Work ................................................................ ...............................
1
1 .05
Working Hours ........................................................................... ...............................
1
SECTION 2.00 JOINT TEST & SEAL ..................................................... ...............................
2
1
2.01
Sewer Line Cleaning .................................................................. ...............................
2
2.O1a Cleaning Equipment ..................................................... ...............................
2
2.01 b Root Removal ................................................................. ..............................2
2.01 c Protruding Tap Removal .............................................. ...............................
2
2.02
Sewer Flow Control ................................................................... ...............................
2
2.02a Plugging ........................................................................ ...............................
3
2.02b Pumping & Bypassing ................................................. ...............................
3
2.02c Precautions ................................................................... ...............................
3
2.03
Sewer Pipe Joint Testing ............................................................ ...............................
3
2.03a Test Medium ................................................................. ...............................
3
2.03b Equipment ..................................................................... ...............................
3
2.03c Test Pressure .................................................................... ..............................3
2.03d Liquid Test Procedure .................................................. ...............................
3
2.03e Air Test Procedure ........................................................ ...............................
4
'
2.04
2.03f Control Test ................................................................... ...............................
Sewer Pipe Joint Sealing ............................................................ ...............................
4
5
2.04a Equipment .................................................................... ...............................
5
2.04b Joint Sealing Procedure ............................................... ...............................
2.04c Joint Sealing Verification ............................................. ...............................
5
6
2.04d Residual Sealing Material ............................................ ...............................
6
2.04e Records ......................................................................... ...............................
2.04f Guaranty ....................................................................... ...............................
6
6
2.04g Payment ........................................................................ ...............................
7
SECTION 3.00 MANHOLE IMPROVEMENTS ..................................... ...............................
8
3.01
Sewer Manhole Sealing ............................................................. ...............................
8
3.01a Equipment .................................................................... ...............................
8
3.Olb Manhole Sealing Procedure ......................................... ...............................
8
i
�J
SECTION 4.00 TRENCHLESS PIPE RELINING ................................. ............................... 11
4.01 General Requirements ............................................................... ............................... 11
4 .01a Intent ........................................................................... ............................... 11
4.Olb Reference Specifications ............................................. ............................... Il
4.0 1c Design Consideration .................................................. ............................... 11
4.02 Materials ................................................................................... ............................... 12
4.02a Cured -in -Place Pipe Insituform 12
4.02b PVC Fold - and -Form Pipe (Nu -Pipe) .......................... ............................... 13
4.02c HDPE Fold - and -Form Pipe (U- Liner) ........................ ............................... 13
4 .03 Installation ................................................................................ ............................... 14
4 .03a Incidental Items ........................................................... ............................... 14
4.03b Installation of Cured -in -Place CIPP ( Insituform) ....... ............................... 16
4.03c Installation of PVC Fold- and -Form Pipe (Nu -Pipe) ... ............................... 17
4.03d Installation of HDPE Fold- and -Form Pipe (U- Line) .. ............................... 18
4.04 Measurement and Payment ....................................................... ............................... 18
SECTION 5.00 TRENCHLESS PIPE /SHORT LINER .......................... ............................... 20
5.01 General Requirements ............................................................... ............................... 20
5.01a Intent ........................................................................... ............................... 20
5.Olb Reference Specifications ............................................. ............................... 20
5.01c Design Consideration .................................................. ............................... 20
5.02 Materials ................................................................................... ............................... 21
5.03 Installation ................................................................................ ............................... 21
5.03a Installation Procedure ................................................ ............................... 21
5.04 Measurement and Payment ....................................................... ............................... 23
SECTION 6.00 TELEVISING OF SEWER LINES ................................ ............................... 24
6.01 Televising Equipment ............................................................... ............................... 24
6.02 Television Inspection ................................................................ ............................... 24
6.03 Documentation of the Televising Results ................................. ............................... 25
6.04 Measurement and Payment ....................................................... ............................... 26
ii
I
3.O1c Payment ........................................................................ ...............................
8
3.01 d Final Acceptance .......................................................... ...............................
8
3.02 Rebuild Manhole Invert ............................................................. ...............................
8
3.02a Procedure ..................................................................... ...............................
8
3.02b Payment ........................................................................... ..............................9
3.02c Final Acceptance ........................................................... ...............................
9
3.03 Install Manhole Steps .................................................................. ...............................
9
3.04 Chemical Sealing Materials ........................................................ ...............................
9
SECTION 4.00 TRENCHLESS PIPE RELINING ................................. ............................... 11
4.01 General Requirements ............................................................... ............................... 11
4 .01a Intent ........................................................................... ............................... 11
4.Olb Reference Specifications ............................................. ............................... Il
4.0 1c Design Consideration .................................................. ............................... 11
4.02 Materials ................................................................................... ............................... 12
4.02a Cured -in -Place Pipe Insituform 12
4.02b PVC Fold - and -Form Pipe (Nu -Pipe) .......................... ............................... 13
4.02c HDPE Fold - and -Form Pipe (U- Liner) ........................ ............................... 13
4 .03 Installation ................................................................................ ............................... 14
4 .03a Incidental Items ........................................................... ............................... 14
4.03b Installation of Cured -in -Place CIPP ( Insituform) ....... ............................... 16
4.03c Installation of PVC Fold- and -Form Pipe (Nu -Pipe) ... ............................... 17
4.03d Installation of HDPE Fold- and -Form Pipe (U- Line) .. ............................... 18
4.04 Measurement and Payment ....................................................... ............................... 18
SECTION 5.00 TRENCHLESS PIPE /SHORT LINER .......................... ............................... 20
5.01 General Requirements ............................................................... ............................... 20
5.01a Intent ........................................................................... ............................... 20
5.Olb Reference Specifications ............................................. ............................... 20
5.01c Design Consideration .................................................. ............................... 20
5.02 Materials ................................................................................... ............................... 21
5.03 Installation ................................................................................ ............................... 21
5.03a Installation Procedure ................................................ ............................... 21
5.04 Measurement and Payment ....................................................... ............................... 23
SECTION 6.00 TELEVISING OF SEWER LINES ................................ ............................... 24
6.01 Televising Equipment ............................................................... ............................... 24
6.02 Television Inspection ................................................................ ............................... 24
6.03 Documentation of the Televising Results ................................. ............................... 25
6.04 Measurement and Payment ....................................................... ............................... 26
ii
I SECTION 1.00 - SCOPE
1.01 GENERAL
It is the intent of these specification requirements to provide the requirements for sanitary sewer
rehabilitation work in the City of Chanhassen, Minnesota.
' 1.02 WORK INCLUDED
The contractor shall, unless specified otherwise, furnish all materials, equipment, tools and labor
necessary to do the work required under his/her contract consisting of the trenchless pipe lining,
spot repair, cleaning and joint testing and sealing of existing sanitary sewer mains. The sewer main
spot repair work shall be performing utilizing plant fabricated pipe and other appurtenant materials
installed for the conveyance of sewage. The trenchless pipe lining, testing and sealing, and cleaning
work shall be performed using the specified procedures and also includes the rehabilitation of
1 sanitary sewer manholes and other related items.
1.03 LOCATION OF WORK
The location of this work is as shown on the plans.
1.04 COORDINATION OF WORK
The contractor shall be responsible for the satisfactory coordination of the sanitary sewer
rehabilitation with other construction and activities in the area affected. Delays in work resulting
from lack of such harmony shall not in any way be a cause for extra compensation by any of the
parties.
1.05 WORKING HOURS
' Refer to Section 7.02 of the General Conditions.
SECTION 2.00 - JOINT TEST AND SEAL I
2.01 SEWER LINE CLEANING
Since the success of the other phases of rehabilitation depends a great deal on the cleanliness of
the sewer lines, the importance of this phase of the operation is emphasized.
2.01A Cleaning Equipment All sections of sewer main to or service line to be air tested at '
joints and sealed shall be cleaned using hydraulically propelled, high - velocity jet, or
mechanically powered equipment. Selection of equipment shall be based on field conditions
such as access to manholes, type and quantity of debris to be removed, physical condition of
line, size of sewer, and depth of flow.
After cleaning, sanitary sewer and manholes shall be free of sludge, mud, sand, gravel, rock,
grass, roots, or any other objects which may prevent the Contractor from properly testing and
sealing joints. All material removed during the cleaning operations shall become the property of
the Contractor. It shall be the Contractor's responsibility to properly dispose of this material.
In this section of sewer main or service line which requires both cleaning, testing, and sealing or
spot repair work, payment for cleaning will be made for the LF of sewer main or service line
actually worked on, including the portion(s) to be spot repaired.
2.01B Root Removal Special attention should be used during the cleaning operation to assure
the removal of all roots from the joints. Any roots which could prevent the seating of the packer
or could prevent the proper application of chemical sealants shall be removed. Payment for root
removal shall be incidental to the contract unit price per lineal foot for sewer main or service line
cleaning.
2.01C Protruding Tap Removal The Contractor shall remove any protruding taps located in the
sewer main prior to testing and sealing operations. Removal shall be accomplished by remote
controlled saws or other methods as approved by the Engineer. Payment for removal or
protruding taps shall be incidental to the contract unit price per lineal foot for sewer main
cleaning.
2.02 SEWER FLOW CONTROL
When a sewer line depth of flow at the upstream manhole of the manhole section being worked
is above the maximum allowable for television inspection, joint testing and /or sealing; the flow '
shall be reduced to the level shown below by operation of pump stations, plugging or blocking of
flow, or by pumping and bypassing of the flow.
Maximum Depth of Flow... Television Inspection ■
6 " -10" Pipe 20% of pipe diameter
12 " -24" Pipe 25% of pipe diameter
Maximum Depth of Flow Joint Testing /Sealing
2
6 " -12" Pipe 25% of pipe diameter
12 " -24" Pipe 30% of pipe diameter
2.02A Plugging A sewer line plug may be installed upstream of the section being worked. The
plug is always to be installed in the upstream (incoming) pipe of the manhole. The plug shall be
so designed that all or any portion of the sewage can be released.
' 2.02B Pumping and Bypassing When pumping and bypassing is required, the Contractor shall
supply and operate the pumps, conduits, and other equipment to divert the flow of sewage
around the manhole section in which work is to be performed. Under no circumstances will the
dumping of raw sewage onto the ground and streets or into the storm sewer be allowable.
2.02C Precautions When the flow in a sewer line is reduced, plugged, or bypassed, precautions
must be taken to ensure that damage due to flooding does not result from these operations. The
Contractor shall monitor sewer surcharging upstream of the manhole section being worked in to
protect the sewer lines from unnecessary damage.
2.03 SEWER PIPE JOINT TESTING
The intent of sewer pipe joint testing is to test the integrity of individual pipe joints.
2.03A Test Medium Both liquid (usually water) and air are acceptable, but the test procedure is
different for each.
2.03B Equipment The basic equipment used shall consist of a television camera, joint testing
device, and test monitoring equipment. The equipment shall be constructed in such a way as to
provide means for introducing the test medium, under pressure, into the VOID area created by
the expanded ends of the joint testing device. A means for continuously measuring the actual
static pressure of the test medium and within the VOID area only shall also be provided. The
pressure- metering device shall display pressure to within 1/2 of one psi.
VOID pressure data shall be transmitted electrically from the VOID to the monitoring
equipment. Example: via a TV picture of a pressure gauge located at the VOID, or via an
electrical pressure transducer located at the VOID.
2.03C Test Pressure Joint test pressure must be higher than the groundwater pressure outside
the pipe. A test pressure 2 -4 psi higher than the groundwater pressure is recommended. In the
absence of groundwater pressure data, the test pressure should be at least equal to 1/2 psi per
vertical foot of pipe depth (not exceeding 10 psi).
2.03D Liquid Test Procedure
1. The testing device shall be positioned within the line in such a manner as to
straddle the pipe joint to be tested.
2. The testing device ends (end elements, sleeves) shall be expanded so as to isolate
the joint from the remainder of the line and create a VOID area between the
z
1
testing device and the pipe joint. The ends of the testing device shall be expanded
against the pipe with sufficient pressure to contain a minimum of 10 psi within
the VOID area without leakage past the expanded ends.
3. Water or an equivalent liquid shall then be introduced into the VOID area until a t
pressure equal to or greater than the required test pressure is observed with the
VOID pressure monitoring equipment. If the required test pressure cannot be '
developed (due to joint leakage), the joint will have failed the test and shall be
sealed.
4. The flow rate of the test liquid shall then be regulated to a rate at which the VOID
pressure is observed to be the required test pressure. A reading of test liquid flow
meter shall then be taken. If the flow rate exceeds 1/4 gallon per minute (due to
joint leakage), the joint will have failed the test and shall be sealed.
2.03E Air Test Procedure
1. The testing device shall be positioned within the line in such a manner as to
straddle the pipe joint to be tested. ,
2. The testing device ends (end elements, sleeves) shall be expanded so as to isolate
the joint from remainder of the line and create a VOID area between the testing
device and the pipe joint. The ends of the testing device shall be expanded
against the pipe with sufficient pressure to contain a minimum of 10 psi within
the VOID area without leakage past the expanded ends.
3. Air shall then be introduced into the VOID area until a pressure equal to or
greater than the required test pressure is observed with the VOID area pressure
monitoring equipment. If the required test pressure cannot be developed (due to
point leakage), the joint will have failed the test and shall be sealed.
4. After the VOID pressure is observed to be equal to or greater than the required
test pressure, the airflow shall be stopped. If the VOID pressure decays by more
than 2 psi within 15 seconds (due to joint leakage), the joint will have failed the
test and shall be sealed.
2.03F Control Test Prior to starting the pipe joint testing phase of the work, a two -part control
test shall be performed as follows:
1. To ensure the accuracy, integrity, and performance capabilities of the testing
equipment, a demonstration test is to be performed in a test cylinder constructed
in such a manner that a minimum of two known leak sizes can be simulated.
This technique is to establish the test equipment performance capability in
relationship to the test criteria and ensure that there is no leakage of the test
medium from the system or other equipment defects that could affect the joint
testing results. If this test cannot be performed successfully, the Contractor shall
4
be instructed to repair or otherwise modify his/her equipment and re- perform the
test until the results are satisfactory to the Engineer.
2. After entering each manhole section with the test equipment, but prior to the
commencement of joint testing, the test equipment shall be positioned on a
section of sound sewer pipe between pipe joints, and a test performed as
specified. This procedure is to demonstrate the reality of the test requirement, as
no joint does test in excess of the pipe barrel capability. Should it be found that
the barrel of the sewer pipe does not meet the joint test requirements, the test
requirements will be modified by the Engineer.
3. Set Up: All work required to set up joint testing and sealing equipment in the
required manholes shall be incidental to the joint testing and sealing work with no
separate compensation given.
2.04 SEWER PIPE JOINT SEALING
It is the intent of the sewer pipe joint sealing work to seal sewer pipe joints which have leakage
rates of 1/4 gallon per minute or more, utilizing the internal joint sealing method. It is realized
that this method may only be used on sewer pipe sections that are clean and in sound physical
condition.
2.04A Equipment The basic equipment shall consist of a closed - circuit television system,
necessary chemical sealant containers, pumps, regulators, valves, hoses, etc., and joint sealing
packers for the various sizes of sewer pipes. The packer shall be cylindrical and have a diameter
less than the pipe size and have cables attached at each end to pull it through the line.
The packer device shall be constructed in a manner to allow a restricted amount of sewage to
flow. Generally, the equipment shall be capable of performing the specified operations in lines
where flows do not exceed the maximum line flows for joint testing /sealing.
2.0413 Joint Sealing Procedure
1. Cleaning of Sewer Line: Prior to any joint testing or sealing within a manhole
section designated to be joint sealed, it shall be the responsibility of the
Contractor to clean the sewer line as specified.
2. Testing and Sealing: When a manhole section is designated to be joint sealed on
the plans, all the joints within that section shall be tested and then sealed if and/as
required.
' Joint sealing shall be accomplished by forcin g g chemical sealing materials into or
through faulty joints by a system of pumps, hoses, and a sealing packer. The
packer shall be positioned over the faulty joint by means of a measuring device
and the television camera in the line. The packer ends (end elements; sleeves)
shall be expanded using controlled pressure. The expanded ends shall seal
against the inside periphery of the pipe to form a VOID area at the faulty joint,
5
IF
now completely isolated from the remainder of the pipeline. Into this isolated
area, sealant materials shall be pumped through the hose system at controlled
pressures which are in excess of groundwater pressures.
2.04C Joint Sealing Verification Upon completing the sealing of each individual joint, the
packer shall be deflated until the VOID pressure meter reads zero pressure, then reinflated and
the joint retested as specified. Should the VOID pressure meter not read zero, the Contractor
shall clean his/her equipment or residual grout material or make the necessary equipment
repairs /adjustments to produce accurate VOID pressure readings. Joints that fail to meet the
specified test criteria shall be resealed and retested until the test criteria can be met in order to
receive payment.
2.04D Residual Sealing Material Residual sealing materials that extend into the pipe, reduce
the pipe diameter, or restrict the flow shall be removed from the joint. The sealed joints shall be
left reasonably "flush" with the existing pipe surface. If excessive residual sealing materials
accumulate in the line, the manhole section shall be cleaned to remove the residual materials.
Payment for any cleaning operations performed to remove residual materials shall be incidental
to the contract unit price for joint sealing.
2.04E Records Complete records shall be kept of joint testing and sealing performed in each
manhole section. The records shall identify the manhole section which the testing and sealing
was done, the location of each joint tested and sealed, the test pressure used, the joint sealing
verification results (pass or fail), and the quantity of chemical sealing material used at each
faulty joint. The Contractor shall supply a copy of these records to the Engineer upon
conclusion of the sealing work.
2.04F Guaranty. All sewer pipe joint sealing work performed shall be guaranteed against faulty
workmanship and/or materials for a period of two years after the completion of work.
Prior to the expiration of the guaranty period, an initial inspection area consisting of specific
manhole sections will be selected by the Engineer. Manhole sections to be inspected will be
randomly selected throughout the project area and will be representative of the majority of the
sealing work originally performed. The initial inspection area will consist of at least 10 %, but
not exceed 20% of the joints sealed in the original project.
Within the initial inspection area, the Contractor shall TV- inspect all previously sealed joints.
All joints that are visibly leaking shall be resealed. If the number of leaking joints is less than
5% of the joints inspected, the work shall be considered satisfactory and no further inspection
shall be required. Payment for the TV inspection shall be incidental to the joint test and joint
seal bid items. No compensation will be provided for resealing joints that are leaking. If, in the
initial inspection area, the number of leaking joints exceeds 5% of the joints inspected, an
additional area of equivalent size will be selected and all previously sealed joints shall be
inspected. This additional inspection and sealing, if necessary, shall continue until the number
of leaking joints is less than 5 %. Any additional inspection/sealing required beyond the initial
inspection area shall be accomplished with no compensation to the Contractor.
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2.04G Payment Payment for all labor set -ups and materials for main line test and seal
operations will be paid under the pay item Sanitary Sewer Joint Testing at the unit price bid each
and Sanitary Sewer Joint Seal at the unit price bid per gallon.
Some areas will require individual joint testing and sealing at different locations. Payment for
all labor set -ups and materials at these locations will be paid under pay item Random Joint Set -
Up at the unit price bid each and Random Joint Seal at the unit price bid each.
7
SECTION 3.00 - MANHOLE IMPROVEMENTS I
3.01 SEWER MANHOLE SEALING
The intent of manhole sealing is to provide for the elimination of extraneous water leakage into
the manholes that are structurally sound. The Contractor shall seal the manholes specified on the
plans.
3.01A Equipment The basic equipment shall consist of chemical pumps, chemical containers,
injection packers, hoses, valves, and all necessary equipment and tools required to seal
manholes.
3.01B Manhole Sealing Procedures At each point of leakage within the manhole structure a
hole shall be carefully drilled from within the manhole and shall extend through the entire
manhole wall. In cases were there are multiple leaks around the circumference of the manhole,
fewer holes may be drilled -- providing all leakage is stopped from these holes. Into the
previously drilled holes, chemical sealant injection devices shall be placed in such a way that
they will provide a watertight seal between the holes and the injection device. Chemical sealing
material shall then be pumped through the hole until material refusal is recorded on the pressure
gauge mounted on the pumping unit or a predetermined quantity of sealant has been injected.
Care shall be taken during the pumping operation to ensure that excessive pressures do not
develop and cause damage to the manhole structure. Upon completion of the injection, the
packers shall be removed and the remaining holes filled with mortar and troweled flush with the
surface of the manhole walls or other surfaces. The mortar used shall be of the "fast -set" type
with "non- shrinking" characteristics.
3.01C Payment Payment for all labor and materials to seal manholes will be made under the
pay items Manhole Sealing Chemical and Manhole Sealing Mortar at the unit price bid per
gallon of material used. r
3.011) Final Acceptance. After the manhole sealing operation has been completed, the manhole
will be visually inspected for the elimination of excessive infiltration by the Engineer in the '
presence of the Contractor, and the work must be found satisfactory to the Engineer.
3.02 REBUILD MANHOLE INVERT
The intent of the rebuild manhole invert work is the complete removal, disposal, and
reconstruction of existing manhole inverts. The Contractor shall rebuild the inverts for the
manholes specified on the plans.
3.02A Procedure
1. The Contractor shall bypass sewage around the manholes which are to have
rebuilt inverts. All labor and materials necessary to perform the bypass shall be
the responsibility of the Contractor, and payment shall be incidental to the rebuild
manhole invert contract unit price.
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2. The bottom of the sewer manhole shall be cleaned of all foreign material and
matter prior to beginning the rebuilding work. Cleaning may be accomplished by
waterblasting, sandblasting, or applying an acid solution. If an acid solution is
used, it shall be washed off and the manhole allowed to dry. Mixing, application
and removal of the acid shall be done in strict accordance with the manufacturer's
recommendations.
3. The manhole invert shall be rebuilt with quick -set non - shrinking cement type
grout such that the trough is compatible with all incoming and outgoing pipe and
their inverts.
3.0213 Payment Payment for all labor and materials to bypass sewage, clean, remove, and
rebuild existing manhole inverts shall be made on an each basis under the bid item rebuild
manhole invert.
' 3.02C Final Acceptance After the manhole invert has been rebuilt, the manhole shall be
visually inspected by the Engineer in the presence of the Contractor, and all work must be found
satisfactory to the Engineer.
3.03 INSTALL MANHOLE STEPS
The intent of this work is to install new manhole steps or replace broken steps as required in
existing manholes as shown on plans or directed by the Engineer. Type and installation of the
steps shall meet the requirements of the City of Chanhassen standard sewer specifications and
detail plates. Manhole steps will be paid for based on the actual number of new steps accepted
in place at the contract unit price for each. The unit price for Furnish and Install Manhole Steps
shall include full compensation for furnishing labor, materials, and equipment required to
complete the work in accordance with these plans and specifications.
3.04 CHEMICAL SEALING MATERIALS
The intent of this section is to define the properties and characteristics that a sealing material
must have to perform effectively in the intended application and under expected field conditions.
This material specification applies to both manhole sealing and sewer main joint sealing.
While being injected, the chemical sealant must be able to react/perform in the
presence of water.
2. The cured material must be capable of withstanding submergence in water
without degradation.
3. The resultant sealant formation must prevent the passage of water.
4. The sealant material, after curing, must be flexible as opposed to brittle or rigid.
In place, the resultant sealant formation should be able to withstand freeze /thaw
and wet /dry cycles without adversely affecting the seal.
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7
8.
a
10.
11.
The sealant formation must not be biodegradable. Additives may be used to meet
this requirement.
The cured sealant should be chemically stable and resistant to concentrations of
acids, alkalis, and organics found in normal sewage.
Packaging of component materials must be compatible with field storage and
handling requirements. Package must provide for worker safety and minimize
spillage during handling.
Mixing of component materials must be compatible with field operations and not
require precise measurements.
Cleanup must be done without inordinate use of flammable or hazardous
chemicals.
Residual sealing materials must be removable from the sewer after injection to
ensure no flow reduction, restriction, or blockage of normal sewage flows.
10
SECTION 4.00 - TRENCHLESS PIPE RELINING
4.01 GENERAL REQUIREMENTS
4.01A Intent It is the intent of this specification to provide requirements for all design,
materials, transportation, equipment, and labor necessary to reconstruct deteriorated sections of
the sanitary sewer listed in these contract documents by means of the cured -in -place pipe process
(Insituform), the polyvinylchloride (PVC) pipe fold- and -form process (Nu- Pipe), or the high
density polyethylene (HDPE) pipe fold and form process (U- Liner) or approved equal.
4.0113 Reference Specifications This specification references American Society for Testing and
Materials (ASTM) standard specifications, which are made a part hereof by such reference and
shall be the latest edition and revision thereof.
D -1784 Specification for Rigid Polyvinylchloride (PVC)
Compounds and Chlorinated Polyvinylchloride (CPVC) Compounds
D -3034 Specification for Type PSM Polyvinylchloride (PVC) Sewer Pipe and
Fittings
D -1248 Specification for Polyethylene Plastics Molding and Extrusion Materials
fl
D -1693 Test for Environmental Stress- Cracking of Ethylene Plastics
D -2837 Obtaining Hydrostatic Design Basis for Thermo- Plastic Pipe Material
D -3350 Specification for Polyethylene Plastics Pipe and Fittings Materials
F -714 Specification for Polyethylene (PE) Plastic Pipe (SDR -PR) Based on
Outside Diameter (3" IPS and larger)
F -1216 Rehabilitation of Existing Pipelines and Conduits by the Inversion and
Curing of a Resin - Impregnated Tube
4.01C Design Considerations The minimum length of the pipe liner shall be that deemed
necessary by the Contractor to produce a finished pipe tightly formed to the existing pipe and
which effectively spans the distance from the inlet to the outlet of the respective manholes.
Individual insertion runs can be made over one or more manhole sections as determined in the
field by the Contractor and approved by the Engineer.
The wall color of the interior pipe surface of the pipe after installation shall be a light- reflective
color so that a clear detail examination with closed- circuit television inspection equipment may
be made.
The Contractor shall be responsible for all aspects of the design of the rehabilitation pipe. The
Contractor shall guarantee that the installed pipe is capable of sustaining outside loads, resisting
chemical attack that normally occurs in sanitary sewer, and will maintain hydraulic
11
characteristics over a fifty -year design life. No design shall rely on bonding to the existing pipe
or rely on the remaining strength of the existing pipe. The minimum acceptable design criteria
shall be as follows:
The pipe liner shall be designed to fit the existing sanitary sewer. The pipe liner
shall be fabricated to a size that, when installed, will tightly fit the internal
circumference and length of the original pipe.
The existing sewer shall be considered to be in a fully deteriorated gravity condition and that the
original pipe is not structurally sound and cannot support soil and live loads. The cured -in -place
or fold - and -form pipe shall be designed to support hydraulic, soil, and live loads.
A copy of the calculations used for the design of the pipe liner shall be submitted to the Engineer ,
prior to fabricating of the pipe liner. Standard formulas as used in the design of flexible pipes
shall be used for the design calculations. Height of water over the pipe shall be considered as 10
feet and a Factor of Safety of 2.0 shall be used in all calculations.
Overall condition of the pipeline system shall be maintained with its hydraulic profile as large as
possible. Offsets of two adjacent pipe sections more than 25 percent of the diameter of the pipe t
shall be repaired by grinding and/or straightening the offset to be a useable shape in a manner
mutually acceptable between the Contractor and the Engineer.
The Contractor shall certify that the completed pipe liner shall have a minimum of the full flow ,
capacity of the original pipe before rehabilitation. Calculated capacities may be derived using a
commonly accepted roughness coefficient for the existing pipe material, taking into
consideration its age and condition. ,
The Contractor shall submit the details of the proposed processing, including the steps, the
pressure (specified steam air or water), the duration and the temperatures. When processing at
temperatures near the melting temperature, the Contractor shall demonstrate how the pipe liner is
to be contained or protected from blowouts. Any damage, either to the pipe or property of others
shall be repaired at the Contractor's expense, to the satisfaction of the parties involved.
4.02 MATERIALS
4.02A Cured -in -Place Pipe (Insituform)
1. The tube material and design considerations shall meet the requirements of
ASTM F1216, Section 5.1 and modified as follows (or current ASTM standards).
2. The tubes shall have a uniform thickness that when compressed at installation ,
pressures will equal the specified nominal tube thickness.
3. The outside layer of the tube (before inversion) shall be plastic- coated with a
translucent flexible material that clearly allows inspection of the resin
impregnation (wetout) procedure. The plastic coating shall not be subject to
delimitation after curing. '
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4. The tube shall be homogeneous across the entire wall thickness containing no
intermediate or encapsulated elastomeric layers. No materials shall be included in
the tube that is subject to delimitation in the cured Insitupipe.
5. The resin system shall meet the requirements of ASTM F1216.
6. A certificate of compliance with these specifications shall be provided to the
Engineer prior to manufacturing the pipeliner.
1 4.0213 PVC Fold- and -Form Pipe(Nu- Pipe)
1. PVC Materials PVC fold- and -form pipe shall meet the performance
requirements of ASTM D3034.
' The PVC compound used for the folded pipe shall conform to ASTM D1784
classification 1233413, 12344B or 12454 B or C. Compounds that have different
call classifications because one or more properties are superior to those of the
' specified compounds also acceptable. A Certificate of Compliance with this
specification shall be provided to the Engineer prior to manufacturing the
pipeliner.
4.02C HDPE Fold- and -Form Pipe (U- Liner)
1. U -Liner Pipe The HDPE fold- and -form pipe shall be manufactured from high
density polyethylene pipe compound which conforms to ASTM D -1248 and
meets the requirements for Type PE 34, Class C Product. The installed pipe
properties shall also meet these ASTM testing standards.
2. Pipe made from this must have a long -term hydrostatic strength rating of 1600 psi
or more, in accordance with ASTM D -2837.
3. When the environmental stress crack resistance (ESCR) of the compound is
measured in accordance with ASTM D -1693, Condition C, the compound shall
withstand not less than 192 hours in 100% solution Igepal CO -630 at 100° F
before reaching a 20% failure point (1720).
4. The U -Liner Pipe shall conform to the minimum structural standards, as listed
below:
13
U.S. Standard Results
Flexural Stress (Yield) ASTM D -638 3,300 psi
Flexural Stress (Break) ASTM D -638 4,500 psi
Modulus of Elasticity ** ASTM D -790 136,000 psi
* *Modulus of Elasticity shall not exceed 200,000 psi
5. Tests for compliance with this specification shall be made according to the
applicable ASTM specification. A certificate of compliance with this
specification shall be provided to the Engineer prior to manufacturing the
pipeliner.
4.03 INSTALLATION
4.03A Incidental Items
Safety - The installer shall carry out their operation in strict accordance
with all OSHA and manufacturers' safety requirements.
Particular attention is drawn to those safety requirements involving entering
confined spaces.
2. Traffic Control - Traffic control shall be the responsibility of the Contractor and
shall conform to MUTCD and other portions of these specifications and the
contract Special Provisions. The Contractor shall maintain traffic during work
periods. During non - working periods, the Contractor shall open the entire
roadway to traffic.
3. Access - It will be the responsibility of the Engineer to locate and designate all
manhole access points open and accessible from the work and provide rights of
access to these points. If a street must be closed to traffic because of the
orientation of the sewer, the Contractor shall institute the actions necessary to do
this for the mutually agreed time period.
4. Water Usage - Water is available from designated City fill stations for cleaning,
inversion, and other work requiring water. However, the Contractor shall secure
permission from the Water Department and obtain the necessary permits and pay
the fees associated with the permit and water usage.
5. Cleaning of Sewer Lines - The Contractor shall remove all internal debris out of
the sewer line that will interfere with the installation of the pipeliner using
cleaning procedures outlined elsewhere in these specifications.
6. Bypassing Sewage - The Contractor shall provide the flow of sewage around the
section or sections of pipe designated for repair. The bypass shall be made by
plugging the line at an existing upstream manhole and pumping the flow into a
downstream manhole or adjacent system. The pump and bypass lines shall be
14
1
1
adequate capacity and size to handle the flow. The Engineer shall be furnished a
detail of the bypass plan.
7. Inspection of Pipelines - Inspection of pipelines shall be performed by
experienced personnel trained in locating breaks, obstacles, and service
connections by closed circuit television. The interior of the pipeline shall be
carefully inspected to determine the location of any condition which may prevent
proper installation of the pipeliner into the pipelines and it shall be noted so that
these conditions can be corrected.
A DVD and suitable log shall be kept for later reference by the City of
Chanhassen. The Engineer has copies of a DVD inspection of the sewers to be
relined and these are available for prospective bidders. However, since the
deterioration of sewer is an ongoing process and roots, solids, and deposits can
accumulate over time, the Contractor shall base the design of the liner on
inspections made immediately prior to installation.
Line Obstructions - It shall be the responsibility of the installer to clear the line of
obstructions such as solids, dropped joints, roots, protruding service connections,
and collapsed pipe that will prevent the insertion of the pipeliner. If inspection
reveals an obstruction that cannot be removed by conventional sewer cleaning
equipment, the installer shall be required to make a point repair excavation to
uncover and remove or repair the obstruction. All costs associated with this
repair work and all associated restoration work including the replacement of
asphalt pavement, curb and gutter, sodding, etc., shall be incidental to the
installation of the pipeliner.
The Contractor shall be required to remove any protruding taps to the inside wall
of the pipe. In no case shall the pipe be less than 95% open to flow.
Service Connections - After the pipe has been reconstructed and tested, all
existing service connections shall be reconnected. The reconnection of services
shall be done without excavation, unless otherwise specified by the Engineer; this
will be accomplished from the interior of the pipeline by a television- camera-
directed cutting device. All recut service connections shall be free of burrs and
frayed edges, or any restriction preventing free wastewater flow. Location of the
service shall be made by inspection of the pre - construction TV tape and other
proven detection methods.
10. Finish - The reconstructed pipe shall be continuous, without joints over the entire
length of the pipe. The liner shall be free of all visual and material defects except
those resulting from pre -lined conditions (such conditions shall be brought to the
attention of the Engineer prior to pipelining work). There shall be no pits,
pinholes, cracks, or crazing. The surface shall be smooth and free of waviness
throughout the pipe.
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i
Any defects that will affect the structural integrity of the reconstructed pipe shall
be repaired or the pipeliner will be replaced at the Contractor's expense.
11. Final Sewer Cleaning - After the installation work and testing has been completed
to the satisfaction of the Engineer as specified elsewhere in these specifications,
the Contractor shall flush and clean all parts of the system. Remove all
accumulated construction debris, rocks, gravel, sand, silt, and other foreign
,
material from the sewer system at or near the closest downstream manhole. If
necessary, use water jet, mechanical rodding, or bucketing equipment.
'
Upon the Engineer's final manhole -to- manhole inspection of the sewer system, if
any foreign matter is still present in the system, reflush and clean the sections and
portions of the lines as required.
'
12. Final Televising of Sanitary Sewer — After all testing and cleaning is completed,
the Contractor shall provide the Engineer with a DVD showing the entire length
of completed sewer lining work. The televising shall meet the criteria specified
elsewhere in these specifications.
13. Sealing Liner at Manholes - If the liner fails to form a tight seal due to broken or
misaligned pipe at the manhole wall, the installer shall apply a seal at that point.
The seal shall be approved by the Owner. Payment for the installation of the seal
shall be incidental to the installation of the pipeliner.
4.0313 Installation of Cured -in -Place Pipe, CIPP (Insituform)
,
1. The CIPP installation shall be in accordance with ASTM F1216, Section 7, with
the following additional requirements.
Resin Impregnation - The quantity of resin used for tube impregnation shall be
sufficient to fill the volume of air VOIDS in the tube with additional allowances
for polymerization shrinkage and the loss of resin through cracks and
irregularities in the original pipe wall. A vacuum impregnation process shall be
used to uniformly distribute the resin throughout the tube. A roller system shall be
used to uniformly distribute the resin throughout the tube.
The resin shall be cured by circulating hot water within the tube or other method '
approved by the Engineer. When cured, the finished Insitupipe will be
continuous and tight fitting.
Temperature gauges shall be placed to determine the temperature of the incoming
and outgoing water from heat source. Another such gauge shall be placed inside
the tube at the remote end to determine the temperature at that location during the
cure cycle.
2. Testing of the completed CIPP shall include the following:
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a. Insitupipe samples shall be prepared in accordance with the ASTM F1216,
Section 8.1, using either method proposed.
b. Leakage testing of the Insitupipe shall be accomplished during cure while
under a positive head. Products in which the pipe wall is cured while not
in direct contact with the pressurizing fluid (e.g., a removable bladder)
must be tested by an alternative method approved by the Owner
C. Visual inspection of the Insitupipe shall be in accordance with ASTM
F1216, Section 8.4.
d. The Contractor shall be responsible for the testing and associated costs.
4.03C Installation of PVC Fold - and -Form Pipe (Nu- Pipe) The spool of folded pipe shall be
heated to make it flexible, so that it may be bent for insertion into the existing pipe without
crimping, kinking, over - straining, or scoring the folded pipe against the existing structures.
A cable shall be strung through the existing pipe and attached to the folded pipe. It shall then be
pulled through the existing pipe to the terminating end.
After it is fully inside the pipe, the folded pipe shall be cut off at the starting point and restrained
at the terminating point. It shall then be rounded manually at the terminating points and steel (or
non - plastic) manifold pipes banded to it as required for the processing. Heat in the form of
steam shall be continually applied. The rounding shall be performed in stages as required by the
material properties and the licensor procedures.
The Contractor shall submit the details of the proposed processing, including the steps, the
pressure (specified steam, air, or water), the duration, and the temperatures.
When processing at temperatures near the melting temperature, the Contractor shall demonstrate
how the folded pipe is to be contained or protected from blowouts. Any damage, either to the
pipe or property of others, shall be repaired at the Contractor's expense, to the satisfaction of the
parties involved.
The rounding shall begin when the temperature of the material reaches a range of 185 degrees to
210 degrees F. The rounding device shall be inserted into the manifold and by use of steam
pressure, the rounding device shall be forced through the pipe, rounding it in a progressive
manner. In this way extraneous water shall be progressively moved to the terminating end and
dimples will be formed at all branch connections. When rounding is complete, air pressure will
replace steam as the heat is removed. Water may be added while maintaining the air pressure to
cool the pipe to ambient temperature.
The Contractor shall furnish all equipment and personnel to conduct an acceptance test using low
pressure air. The test will be conducted under the supervision of the Engineer.
17
4.03D Installation of HDPE Fold- and -Form Pipe (U- Liner) I
1. Insertion - The U -liner shall be inserted into the existing sewer line with a power
winch and steel cable attached to the end of the liner by use of any appropriate ,
pulling head. Length of the liner to be inserted at any one time shall be governed
by the winch drum capacity and winching power available and consideration of
the size and condition of the sewer. ,
2. Processing - A mobile installation unit shall be brought to the site ready to
process the liner. The installation unit shall contain the instrumentation control
console, steam generating equipment, CCTV facility, and other auxiliary
miscellaneous equipment necessary for controlling processing of the U -Liner
pipe. I
obstruction to the other site activities and shall be operated by trained personnel
only.
3. Cooling Process - The pressure shall be increased to compensate for the heating- '
cooling transition and it shall be maintained until the temperature at the lowest
critical point is 100° F (38° Q. This shall constitute completion of the U -Liner
pipe processing. The pipe within the pipe shall be tight fitting and adapted to the
existing sewer pipe.
4. Testing - The Contractor will, on requirement, furnish all equipment and
personnel to conduct an acceptance test using low pressure air. The test will be ,
conducted under the supervision of the Engineer.
4.04 MEASUREMENT AND PAYMENT '
1. Measurement of sewer lining pipe shall be by the linear foot measured to the
nearest foot between centers of manholes.
2. Payment for sewer lining pipe by the linear foot for each specified diameter of
existing sewer pipe shall include full compensation for all labor, equipment, and '
materials necessary to complete the work as specified and no additional
compensation will be made therefore. All traffic control required for the
trenchless pipe relining work shall be incidental, with no separate compensation '
given.
The equipment shall be positioned next to the point of entry with minimum
Payment for any repair work to remove line obstructions for the installation of the '
pipeliner shall be incidental to the sewer lining work with no separate
compensation given. This repair work may include the removal and replacement
of asphalt pavement, concrete curb and gutter and sodding in addition to the '
performance of the work to repair the existing sanitary sewer. Any asphalt
pavement disturbed by sewer repair work shall be replaced with the City standard
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' pavement section for residential roadways (see Standard Detail Plates at the back
of this Manual).
Pre - lining and post - lining televising inspections shall be incidental to the sewer
lining work with no separate compensation given.
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SECTION 5.00 - TRENCHLESS PIPE /SHORT -LINER
5.01 GENERAL REQUIREMENTS
5.01A Intent These specifications include requirements for all design, materials,
transportation, equipment, and labor necessary to reconstruct deteriorated sections for the
sanitary sewer listed in these Contract Documents by means of the Short-Liner process or
approved equal.
5.0113 Reference Specifications This specification references ASTM standard specifications,
which are made a part hereof by such reference and shall be the latest edition and revision
thereof.
5.01C Design Considerations General Corrosion Requirements: The finished pipe in place
shall be fabricated from materials which will be chemically resistant to withstand internal
exposure to domestic sewage.
Short-Liner is manufactured from a polyester felt material which is saturated with a
thermosetting resin and inserted into existing sewer line.
1. The installed pipe meets the relevant sections of ASTM F -1216.
2. The Modules of Elasticity for the laminate is minimum value 250,000 psi (ASTM
D -790).
3. The Tensile Strength is minimum value 3,000 psi (ASTM D -638).
4. The wall thickness is 6mm, but can vary slightly according to specific installation
conditions.
Tests for compliance with this specification shall be made according to the applicable ASTM
specification. A certificate of compliance with this specification shall be provided upon request.
All materials used in the reconstruction process shall be made of the best respective kinds and to
the satisfaction of the Owner. Any materials not approved by the Owner shall be rejected prior
to the reconstruction of the sewer.
These rejected materials shall then be replaced with approved materials at the Contractor's
expense. The Contractor guarantees the quality of the liner during manufacturing and after
installation. The outside diameter and minimum wall thickness shall be fabricated to a size that
when installed, will neatly fit the internal circumference of the conduit. Standard dimension
ratio of the Short-Liner shall be based on the evaluation of the design consideration. These
considerations normally include an evaluation of 1) Flow capacity, 2) External loads (hydrostatic
pressure and/or static and dynamic earth loads) and 3) internal pressure, if applicable.
20
1 5.02 MATERIALS
The Modulus of Elasticity is one of the indications of the property of the material. It is in the
' interest of the Owner to provide a flexible restoration material for the damaged pipe since the
condition or the environment in which the pipe is a part obviously is active. The Short-Liner
pipe is made of thermosetting material which is designed with the modulus of elasticity range
1 capable of providing the required flexibility without detriment to the structural integrity of the
pipe.
1 The Short-Liner pipe shall conform to the minimum structural standards, as listed below:
U.S. Standard Results
Flexural Strength ASTM D -790 4,500
Modulus of Elasticity ASTM D -790 250,000
1 5.03 INSTALLATION
5.03A Installation Procedures The following installation procedures shall be adhered to unless
' otherwise approved by the Owner's representative.
1. Safety - The Installer shall carry out his/her operations in strict accordance with
1 all OSHA and manufacturers' safety requirements. Particular attention is drawn
to those safety requirements involving entering confined spaces.
1 2. Cleaning of Sewer Line - It shall be the responsibility of the Installer to remove
all internal debris from the sewer line (designate cleaning method here to refer to
standard sewer cleaning specifications if contained elsewhere in this document).
1 3. Inspection of Sewer Line - Inspection of pipelines shall be performed by
experienced personnel trained in identifying breaks, obstacles and service
1 connections by closed circuit television. The interior of the pipeline shall be
carefully inspected to determine the location of any conditions which may prevent
proper installation of the Short-Liner pipe into the sewer line, and it shall be noted
' so that these conditions can be corrected. A DVD and suitable log shall be kept
for later reference by the Owner.
1 4. Bypassing Sewage - The Installer, when required, shall provide for the flow of
sewage around the section or sections of pipe designated for lining. The bypass
shall be made by plugging the line at an existing manhole and pumping the flow
1 into a downstream manhole or adjacent system. The pump and bypass lines shall
be of an adequate capacity and size to handle the flow.
5. Line Obstructions - It shall be the responsibility of the Installer to clear the line of
1 obstructions such as solids, roots, protruding service connections and collapsed
pipe that will prevent the insertion of the Short-Liner pipe.
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If inspection reveals an obstruction that cannot be removed by conventional sewer '
cleaning equipment, then the Installer shall make a point repair excavation to
uncover and remove or repair the obstruction. Such excavation shall be approved
in writing by the Owner's representative prior to the commencement of the work
and shall be considered a separate cost item.
6. Insertion - The Short-Liner shall be inserted into the existing sewer line with a ,
power winch and steel cable attached to the end of the liner by use of an
appropriate pulling head. Length of the liner to be inserted at any one time shall
be governed by the length of the section in need of repair or the maximum length
of the installation equipment considering the size and condition of the sewer.
7. Processing - A mobile installation unit shall be brought to the site ready to '
process the liner. The installation unit shall contain heat generating equipment,
CCTV facility and other auxiliary miscellaneous equipment necessary for
controlling processing of the Short-Liner pipe. The equipment shall be positioned '
next to the point of entry with minimum obstruction to the other side activities
and shall be operated by trained personnel only.
8. Cooling Process - The pressure shall be increased to compensate for the heating- '
cooling transition and it shall be maintained until the temperature at the lowest
critical point is 100° F (38° Q. This shall constitute completion of the Short- 1
Liner pipe processing. The pipe within the pipe shall be tight fitting and adapted
to the existing sewer pipe.
9. The reconstructed pipe shall be free of all visual and material defects except those ,
resulting from pre -lined conditions (such conditions shall be brought to the
attention of the Owner prior to Short- Lining). There shall be no pits, pinholes, '
cracks or crazing. The surface shall be smooth and create a smooth connection to
the existing pipe by the end of the repair. Any defects that will affect the
structural integrity of the reconstructed pipe shall be repaired or the Short-Liner '
will be replaced at the Contractor's expense.
10. Service Connections - After the pipe has been reconstructed, existing service
connections in the repaired section shall be reconnected. The reconnection of '
services shall be done without excavation, unless otherwise specified by Owner;
this will be accomplished from the interior of the pipeline by a television camera
directed cutting device. All recut service connection shall be free of burrs and ,
frayed edges, or any restriction preventing free wastewater flow. Location of the
service shall be made by inspection of the pre - construction TV tape and other
proven Short- Lining detection methods.
11. Testing - When all work is completed, the Contractor shall provide the Owner
with a DVD showing the completed work including the restored conditions. '
12. Backfill - At all points where the liner pipe has been exposed (such as service
connection fittings, or other points where the old pipe must be removed), the liner
22
' pipe and fittings shall be encased in cement - stabilized sand or other high density
material as specified by the Owner to prevent deflection due to difference in
subsidence.
' After the encasement material is in place and accepted by the Owner's
representative, backfill is placed and compacted to require finish grade in
accordance with the Owner's specifications. Particular care should be taken to
ensure compaction of earth beneath the lateral pipe in order to reduce subsidence
and resultant bending at the lateral connection at the sewer main.
13. Cleanup - After the installation work has been completed and all testing
acceptable, the Contractor shall clean up the entire project area and return the
' ground cover to grade. All excess material and debris not incorporated into the
permanent installation shall be disposed of by the contractor. Sidewalk, driveway
and street surfaces shall be recovered under the appropriate pay item.
' 5.04 MEASUREMENT AND PAYMENT
' 1. Measurement of Short-Liner pipe shall be by the linear foot.
2. Payment for Short-Liner pipe by the linear foot for each specified diameter of
existing sewer pipe shall include full compensation for all labor, equipment, and
materials necessary to complete the work as specified and no additional
compensation will be made therefore.
' All traffic control required for the trenchless pipe work shall be incidental, with
no separate compensation given.
' Payment for any repair work to remove line obstructions for the installation of the
liner shall be incidental to the liner work with no separate compensation given.
Pre - lining and post - lining televising inspections shall be incidental to the sewer
lining work with no separate compensation given.
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SECTION 6.00 - TELEVISING OF SEWER LINES I
6.01 TELEVISION EQUIPMENT
Television equipment shall include television camera, television monitor, cables, power source, '
lights, and other equipment. The television camera shall be specifically designed and
constructed for operation in connection with sewer rehabilitation inspection. The Contractor I
shall utilize a self - propelled type camera where shown on the plans or required by the Engineer.
The camera, television monitor, and other components of the recording system, will be capable
of producing a minimum 350 -line resolution color DVD picture. The camera will be mounted so
,
as to center the lens for each pipe diameter to be investigated.
The camera will be operative in 100 percent humidity conditions. Lighting for the camera will
'
minimize reflective glare. Lighting and camera quality will be suitable to provide a clear, in-
focus picture of the entire inside periphery of the sewer pipe for all conditions encountered
during the work. Focal distance will be adjustable through a range of from 6 inches to infinity.
,
The remote reading footage counter will be accurate to one percent over the length of the
particular section being inspected and will appear superimposed on the DVD image shown on
,
the television monitor.
At the Contractor's option, a push -type camera can be used to televise laterals.
6.02 TELEVISION INSPECTION
'
The camera shall be moved through the line in either direction at a uniform rate, stopping when
necessary to ensure proper documentation of the sewer's condition. In no case will the television
camera traverse the line being inspected for the line length at an average speed greater than 30
'
feet per minute. Manual winches, power winches, TV cable, and powered rewinds or other
devices that do not obstruct the camera view or interfere with proper documentation of the sewer
conditions can be used to move the camera through the sewer line. If, during the inspection
operation, the television camera will not pass through the entire manhole section, the Contractor
will reset his/her equipment in a manner so that the inspection can be performed from the
opposite manhole. A reset or back out charge due to debris in the lines will be considered
'
incidental to the televising pay item.
In the event the section being televised has substantial flow entering the sewer between '
manholes, such that inspection of the sewer is impaired, then the Contractor will coordinate with
the Engineer to have such flow temporarily stopped an/or reschedule television inspection of the
particular section to a time when such flow is reduced to permit proceeding with the television '
inspection.
When sewer line depth of flow at the upstream manhole of the section being televised is above '
the maximum allowable for television inspection, the Contractor will reduce the flow to permit
proceeding with the television inspection.
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Whenever non - remote powered and controlled winches are used to pull the television camera
through the line, radios, or other suitable means of communication shall be set up between the
two manholes of the section being inspected to ensure that adequate communications exist
between members of the crews.
All stringing of sewer lines for the purpose of pulling the camera through the line will be the
' responsibility of the Contractor.
Accuracy of the measurement meters will be checked daily by use of a walking meter, roll -a-
' tape, or other suitable device. Footage measurements will begin at the sewer line point of
penetration of the upstream manhole, unless specific permission is given to do otherwise.
Footage will be shown on the DVD data view at all times.
' 6.03 DOCUMENTATION OF THE TELEVISION RESULTS
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Television inspection logs will be typed in a format acceptable to the City. Printed location
reports will clearly show the location, in relation to adjacent manholes, of each source of
infiltration discovered. In addition, other data of significance, including the location of buildings
and house service connections, joints, unusual conditions, roots, storm sewer connections,
collapsed sections, presence of scale and corrosion, and other discernible features, will be
recorded. A voice recording in the video equipment will make brief and informative comments
on the sewer conditions.
The measurement of distance to defects is critical in confirming the location of areas to be
excavated.
Color video recordings of the data on the television monitor will be made by the Contractor.
Copies of each video, in DVD format, will be provided to the City.
DVD recording playback will be the same speed that it was recorded.
Title to the DVD will remain with the City. The Contractor will have all video and necessary
playback equipment readily accessible for review by the City during the project. Recording
speed will be noted on the recorded DVD.
DVD's will include the following information:
1. Data view:
a. Report number.
b. Date of TV inspection.
C. Upstream and downstream manhole numbers.
d. Current distance along reach (distance counter footage).
e. Printed labels on DVD container and DVD cartridge with location
information, date, format information, and other descriptive information.
2. Audio
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a. Date and time of TV inspection, operator name and name of adjacent
street.
b. Verbal confirmation of upstream and downstream manhole numbers and
TV direction in relation to director of flow.
C. Verbal or electronic description of pipe size, type, and pipe joint length
Typed logs will include, but are not limited to, the following information:
1. Location of each point of leakage.
2. Location of each service connection.
3. Location of any damaged sections, nature of damage, and location with
respect to pipe axis.
4. Deflection in alignment of grade of pipe.
5. Record of repairs and quantity of sealing material used (if applicable).
6. Date, time, city, street, basin, manhole section, reference manhole number,
name of operator, inspector, and weather conditions.
7. Pipe diameter, pipe material, section length, and corresponding DVD
identification.
6.04 MEASUREMENT AND PAYMENT
1. Measurement of sewer televising will be by the linear foot completed, measured
to the nearest foot between centers of manholes.
2. Payment for sewer televising by the linear foot will include full compensation for
all labor, equipment, and materials necessary to complete the work as specified
and no additional compensation will be made therefore.
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WATERMAIN SPECIFICATIONS
TABLE OF CONTENTS
Page
1.00 SCOPE ........................................................................................................... ............................... 1
1.01 General .............................................................................................. ............................... 1
1.02 Work Included .................................................................................. ............................... 1
1.03 Location of the Work ........................................................................ ............................... 1
1.04 Coordination of Work ...................................................................... ............................... 1
1.05 Working Hours ................................................................................. ............................... 2
1.06 Reference Requirements .................................................................. ...............................
2 .00 MATERIALS ................................................................................................ ............................... 3
2.01 General .................................................................................................. ..............................3
2.02 Ductile Iron Fittings ............................................................................. ...............................
3
2.03 Ductile Iron Pipe ................................................................................. ...............................
3
2.03a Plastic Film Wrap ................................................................... ..............................4
2.04 Polyvinyl Chloride Pipe ( PVC) ............................................................ ..............................4
2.05 Resilient Wedge Gate Valves (4" to 18" in diameter) ....................... ............................... 5
2.06 Butterfly Valves .................................................................................... ..............................5
2.07 Valve Boxes .......................................................................................... ..............................6
2.08 Valve Box Adapters ............................................................................ ............................... 6
2.09 Hydrants .............................................................................................. ............................... 6
2.10 Corporation Cocks D. I. P .................................................................... ............................... 9
2.11 Curb Stop and Box .............................................................................. ............................... 9
2.12 Copper Tubing ..................................................................................... .............................10
2.13 Service Saddles .................................................................................... .............................10
2.14 Retainer Glands ................................................................................... .............................10
2.15 Mechanical Joint Restraints ................................................................ .............................10
2.16 Electrical Conductivity Materials ....................................................... .............................11
2.17 Air Relief Manhole ............................................................................ ...............................
11
2.18 Air Relief Valves ................................................................................. .............................11
2.19 Concrete ............................................................................................. ...............................
11
2.20 Soil Materials ....................................................................................... .............................
2.20a Normal "Fill Material" ........................................................ ...............................
2.20b Crushed Rock ........................................................................ .............................12
2.21 Insulation .............................................................................................. .............................12
3.00 INSPECTION AND TESTING OF MATERIALS ................................ ............................... 13
3.01 Shop Inspections and Testing ........................................................... ............................... 13
4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS .............. ............................... 14
4.01 Material Furnished by Contractor .................................................... ............................... 14
4.02 Material Furnished by the Owner .................................................... ............................... 14
4.03 Replacement of Damaged Material ................................................. ............................... 14
4.04 Responsibility for Safe Storage ........................................................ ............................... 14
5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE ................... ............................... 15
5.01 Material Handling ............................................................................. ............................... 15
5.02 Pipe Alignment and Grades ............................................................. ............................... 15
5.03 Deviation with Engineer's Consent .................................................. ............................... 16
5.04 Deviations Occasioned by Other Utility Structures ........................ ............................... 16
6.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE .. ............................... 17
6.01 General ....................................................................... ...............................
6.02 Governing Standard ................................................... ...............................
6.03 Submittals .................................................................. ...............................
6.04 Protection of Underground Facilities ......................... ...............................
6.05 Permits and Approvals ............................................... ...............................
6.06 Quality Assurance ...................................................... ...............................
6.07 Materials .................................................................... ...............................
6.08 Access ........................................................................ ...............................
6.09 Installation ................................................................. ...............................
6.10 Reaming and Pull Back .............................................. ...............................
6 .11 Drilling Fluids ............................................................ ...............................
6.12 Field Quality Control ................................................. ...............................
............. 17
............. 17
............. 18
............. 18
10
............. 19
............. 19
............. 19
............. 19
............. 22
............. 23
............. 23
7.00 EXCAVATION AND TRENCH PREPARATION ............................... ............................... 25
7.01 General .............................................................................................. ............................... 25
7.02 Trench Width and Description ......................................................... ............................... 25
7.03 Pipe Bedding ........................................................................................ .............................26
7.04 Pipe Foundation in Poor Soil ........................................................... ............................... 26
7.05 Pipe Clearance in Rock .................................................................... ............................... 26
7.06 Braced and Sheeted Trenches .......................................................... ............................... 26
7.07 Piling of Excavated Material ............................................................ ............................... 27
7.08 Barricades, Guards and Safety Provisions ....................................... ............................... 27
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3.02 Field Inspection and Testing ............................................................ ...............................
3.03 Disposition of Defective Material .................................................... ...............................
13
3.04 Concrete Test Cylinders ................................................................... ...............................
13
4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS .............. ............................... 14
4.01 Material Furnished by Contractor .................................................... ............................... 14
4.02 Material Furnished by the Owner .................................................... ............................... 14
4.03 Replacement of Damaged Material ................................................. ............................... 14
4.04 Responsibility for Safe Storage ........................................................ ............................... 14
5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE ................... ............................... 15
5.01 Material Handling ............................................................................. ............................... 15
5.02 Pipe Alignment and Grades ............................................................. ............................... 15
5.03 Deviation with Engineer's Consent .................................................. ............................... 16
5.04 Deviations Occasioned by Other Utility Structures ........................ ............................... 16
6.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE .. ............................... 17
6.01 General ....................................................................... ...............................
6.02 Governing Standard ................................................... ...............................
6.03 Submittals .................................................................. ...............................
6.04 Protection of Underground Facilities ......................... ...............................
6.05 Permits and Approvals ............................................... ...............................
6.06 Quality Assurance ...................................................... ...............................
6.07 Materials .................................................................... ...............................
6.08 Access ........................................................................ ...............................
6.09 Installation ................................................................. ...............................
6.10 Reaming and Pull Back .............................................. ...............................
6 .11 Drilling Fluids ............................................................ ...............................
6.12 Field Quality Control ................................................. ...............................
............. 17
............. 17
............. 18
............. 18
10
............. 19
............. 19
............. 19
............. 19
............. 22
............. 23
............. 23
7.00 EXCAVATION AND TRENCH PREPARATION ............................... ............................... 25
7.01 General .............................................................................................. ............................... 25
7.02 Trench Width and Description ......................................................... ............................... 25
7.03 Pipe Bedding ........................................................................................ .............................26
7.04 Pipe Foundation in Poor Soil ........................................................... ............................... 26
7.05 Pipe Clearance in Rock .................................................................... ............................... 26
7.06 Braced and Sheeted Trenches .......................................................... ............................... 26
7.07 Piling of Excavated Material ............................................................ ............................... 27
7.08 Barricades, Guards and Safety Provisions ....................................... ............................... 27
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7.09 Traffic and Utility Controls .............................................................. ............................... 27
7.10 Private Property Protection .............................................................. ............................... 27
7.11 Tunneling, Jacking, Boring or Excavation Other Than Open Trench .......................... 27
7.12 Railroad and Highway Crossings ..................................................... ............................... 27
7.13 Interruption of Water Service ........................................................... ............................... 28
8.00 PIPE LAYING ............................................................................................. ............................... 29
8.01 Installation of Watermain and Appurtenances ................................ ............................... 29
8.02 Laying of Pipe and Fittings .............................................................. ............................... 29
8.03 Jointing of Pipe and Fittings ............................................................. ............................... 29
8 .04 Setting Hydrants ............................................................................... ............................... 30
8.05 Conductivity ...................................................................................... ............................... 30
8.06 Sewer Crossings ............................................................................... ............................... 30
8.07 Valves, Boxes, Manholes, Vaults and Fittings ................................ ............................... 31
8 .08 Building Services .............................................................................. ............................... 31
9.00 BACKFILLING .......................................................................................... ............................... 32
9.01 General .............................................................................................. ............................... 32
9.02 Backfill Procedure at Pipe Zone ...................................................... ............................... 32
9.03 Backfill Procedure Above the Pipe Zone ......................................... ............................... 32
9.04 Disposal of Excess Materials and Debris ........................................ ............................... 33
9.05 Fill Material ...................................................................................... ............................... 33
9.06 Density Tests ..................................................................................... ............................... 33
10.00 TESTING AND DISINFECTING MAINS ........................................... ............................... 34
10.01 Pressure Testing .............................................................................. ............................... 34
10.02 Disinfecting Mains and Temporary Water Services ..................... ............................... 35
10.03 Electrical Conductivity Test ........................................................... ............................... 35
10.04 Trace Wire Test - PVC Watermain ................................................ ............................... 36
11.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE ........ ............................... 37
11.01 Restoration of Surface ..................................................................... ............................... 37
11.02 Dust Control During Construction .................................................. ............................... 37
11.03 Mailbox Restoration ........................................................................ ............................... 37
11.04 Maintenance of Streets Until Surfaced ........................................... ............................... 37
11.05 Clean Up .......................................................................................... ............................... 37
11.06 Guarantee ......................................................................................... ............................... 37
11.07 Failure to Replace Defective Parts .................................................. ............................... 38
12.00 TURF ESTABLISHM ENT ...................................................................... ............................... 39
12.01 General ............................................................................................. ............................... 39
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13.00 METHOD OF PAYMENT ....................................................................... ............................... 40 '
13.01 Watermain Pipe ............................................................................... ...............................
40
13.02 Compact Ductile Iron Fittings ......................................................... ...............................
40
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13.03 Hydrants ........................................................................................... ...............................
42
13.04 Valves and Boxes ............................................................................ ...............................
42
13.05 Copper Water Service Pipe ............................................................. ...............................
42
'
13.06 Corporation Cocks ........................................................................... ...............................
43
13.07 Service Saddles ................................................................................ ...............................
43
13.08 Curb Stops and Boxes ..................................................................... ...............................
43
13.09 Air Relief Manholes ........................................................................ ...............................
43
13.10 Piling ................................................................................................. ...............................
43
13.11 Special Conditions ........................................................................... ...............................
43
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13.12 Special Sections ............................................................................... ...............................
43
13.13 Sheeting Ordered Left in Place ....................................................... ...............................
43
13.14 Jacking ................................................................................................ .............................44 1
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SECTION 1.00 - SCOPE
1.01 GENERAL
f It is the intent of these detailed specification requirements to provide the requirements for watermain
construction in the City of Chanhassen, Minnesota.
1.02 WORK INCLUDED
The contractor shall, unless specified otherwise, furnish all material, equipment, tools and labor
necessary to do the work required under his/her contract and unload, haul and distribute all pipe,
castings, fittings, valves, hydrants, and accessories. The contractor shall also remove any street
surfacing as required; excavate the trenches and pits to the required dimensions; construct and
maintain all bridges for traffic control; sheet, brace and support the adjoining ground or structures
where necessary; handle all drainage or ground water; provide barricades, guards and warning
lights; lay and test the pipe, castings, fittings, valves, hydrants, and accessories, backfill and
consolidate the trenches and pits; maintain the street or other surface over the trench until surface
restoration; restore the roadway surface unless otherwise stipulated; remove surplus excavated
material; and clean the site of the work. Installation shall include a six (6) foot witness post when
the gate valve is located outside the traveled roadway. Attached to the witness post shall be a "GV"
sign installed perpendicular to the roadway. The sign shall be made of aluminum with 3M brand or
equal engineering grade reflective sheeting.
The contractor shall also furnish all equipment, tools, labor and materials required to rearrange
sewers, conduits, ducts, pipes or other structures encountered in the installation of the work. All the
above work to completely construct the watermain facilities shall be done in strict accordance with
the project's contract documents to which these specifications are a part thereof.
1.03 LOCATION OF THE WORK
The location of this work is as shown on the plans.
1.04 COORDINATION OF WORK
The contractor shall be responsible for the satisfactory coordination of the construction of the
watermain facilities with other construction and activities in the area affected. Delays in work
resulting from lack of such harmony shall not in any way be a cause for extra compensation by any
of the parties.
1.05 WORKING HOURS
Refer to Section 7.02 of the General Conditions.
1.06 REFERENCE RE
In the specification requirements, reference is made to "MnDOT Specifications" which shall mean
the "Standard Specifications for Highway Construction" of the Minnesota Department of
Transportation 2005 Edition and all subsequent amendments, and City Engineers Association
"Standard Utilities Specifications" for Watermain and Service Line Installation and Sanitary Sewer
and Storm Sewer Installation, 1999 Edition, and all subsequent amendments shall apply.
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SECTION 2.00 - MATERIALS
2.01 GENERAL
The materials used in this work shall be all new, and conform to the requirements for class, kind,
size and materials as specified below. All materials permanently incorporated in the work shall be
made in America in accordance with Minnesota State Statute 1613.101 PREFERENCE FOR
AMERICAN -MADE MATERIALS. The contractor shall submit in writing a list of materials
showing the manufacturer designation of all materials. This list must be approved by the engineer.
2.02 DUCTILE IRON FITTINGS
Ductile iron fittings shall have mechanical joints and shall be Class 350 for sizes up to and including
twelve inches (12 ") in diameter and shall conform to A.W.W.A. Specification C153, covering
compact fittings. Ductile iron fittings shall be paid per ductile iron body weights.
Mechanical joints shall conform to A.W.W.A. Specification C111, latest revision, with gaskets.
Gaskets shall be made from vulcanized crude rubber compound. All surfaces shall be smooth, free
from imperfections and free from porosity. Conductivity straps shall be furnished and installed in
accordance with Section 2.15.
All fittings shall be tar coated on the outside and cement lined on the inside, and furnished with all
NSS Cor -Blue nuts and bolts. Cement mortar lining shall be in accordance with A.W.W.A
Specification C 104, latest version.
2.03 DUCTILE IRON PIPE (DIP)
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Ductile iron pipe shall be designed for a minimum working pressure of 150 pounds per square inch
and shall conform to the applicable dimensions and tolerances of A.W.W.A. Specification C151,
latest revision, for ductile iron pipe.
Fittings shall be ductile iron and shall meet the requirements as specified in Section 2.02.
All ductile iron pipe shall be cement lined and the maximum deflection of the pipe shall not exceed
2% of the pipe diameter to prevent cracking of the lining.
Weighing scales may be required, as specified in Section 2.02, to verify weight of pipe.
Nominal thickness of wall for ductile iron pipe shall be as follows:
Size
Class Pipe
Thickness Inches
6
Class 52
0.31
8"
Class 52
0.31
10"
Class 52
0.35
12"
Class 52
0.37
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14"
Class 51
0.36
16"
Class 51
0.37
18"
Class 51
0.38
20"
Class 51
0.39
24"
Class 51
0.41
30"
Class 51
0.43
36"
Class 51
0.48
42"
Class 51
0.53
Pipe walls shall be of a thickness to support 2 1 /2 full threads for the size of service necessary of
Standard Corporation stop threads as specified by A.W.W.A. C800. A service saddle shall be used
when the corporation stop exceeds the size listed in the following for each diameter of watermain.
Watermain Size Maximum Corp Size Without Saddle
6 3/4
8„ 11/4"
10" 1 %'
12" 2 1'
14" and larger 2"
All ductile iron pipe shall be marked "DUCTILE IRON" in large letters. The nominal wall thickness
shall be plainly marked on each piece of pipe.
2.03a Plastic Film Wrap An approved plastic film wrap for protection of ductile iron pipe shall be
provided at all locations. The wrap shall be the "tube" type having 8 -mil thickness. A two (2) inch
wide polyethylene adhesive tape shall be used to secure the tube of film to the pipe. The unit bid
price per lineal foot shall include the cost of furnishing and installing the plastic wrap and shall be
compensation in full regardless of the size of the pipe to be protected.
2.04 POLYVINYL CHLORIDE PIPE (PVC)
Polyvinyl chloride pressure pipe (PVC) for watermain shall conform to A.W.W.A. C900 for pipe
sizes 4" to 8 ". All pipe shall have a minimum dimension ratio (DR) of 18 corresponding to a
working pressure of 150 PSI for PVC type 1120 pipe. Laying lengths shall be 20 feet ( +1 ") for all
sizes. PVC pipe larger than 8" diameter will not be allowed.
Joints The bell shall consist of an integral wall section with a factory- installed, solid cross - section
elastometric ring which meets the requirements of ASTM F -477. The bell section shall be designed
to be at least as hydrostatically strong as the pipe wall and meet the requirements of A.W.W.A. C900
for sizes 4" to 8 ". The pipe shall be manufactured to cast iron or ductile iron outside dimensions in
accordance with A.W.W.A. C900.
Fittings Fittings shall be ductile iron, having a minimum working pressure rating of 150 PSI and s
shall conform to the requirements of A.W.W.A. C110 (ANSI A21.10) or A.W.W.A. C153 (ANSI
21.53) Ductile Iron Compact Fittings. Valves, tees, crosses, hydrant barrels or any other ductile iron
fitting shall be wrapped with a flat sheet or split length polyethylene tube by passing the sheet under
the appurtenance and bringing it up around the body. Make seams by bringing the edges of the
polyethylene sheet together, folding over twice and taping down. All buried nuts and bolts shall be
solid stainless steel and spray- coated with a bituminous coal tar supplied by the manufacturer.
Trace Wire Trace wire shall be laid with all PVC watermain and shall be #12 copper - insulated and
rated for underground service. The trace wire shall be connected to the tracer wire box and continue
back down to the main line. Splicing trace wire shall be accomplished by twisting the two ends and
heat shrink wrapping the splice. Splicing shall not be more frequent than one splice per 250 feet;
wire nut splices are not allowed. Trace wire to be laid below all pipe, fittings and hydrants, and
welded to DIP at transitions to PVC watermain.
Service Saddles All services shall be installed as per Section 2.13 with double strap.
Pipe Bedding Material Pipe bedding material shall be in accordance with Section 7.02 of the
Sanitary Sewer Specifications and shall be installed as per Standard Plate No. 2203 of these
specifications. Pipe bedding material shall be considered incidental to the pipe installation.
2.05 RESILIENT WEDGE GATE VALVES R' TO 18" IN DIAMETER
Gate valves shall be resilient wedge type, manufactured to meet all applicable requirements of
A.W.W.A. Standard for Resilient Sealed Gate Valves C515 -80. Valves shall have non - rising stems,
opening in a counterclockwise direction. Valves shall be furnished with all exterior solid stainless
steel nuts and bolts and spray- coated with a bituminous coal tar supplied by the manufacturer.
Cast iron wedge shall have sealing surfaces of the wedge permanently bonded with resilient material
to meet ASTM tests for rubber to metal bond STM 429 -73. Valves shall have full epoxy coating on
the inside, such as Mueller Series 2360 with full epoxy coating on the exterior of valve, or approved
equal. Payment shall be at the bid unit price stated on the proposal and shall include all
miscellaneous items associated with the work.
Valves shall be provided with a two -inch (2 ") square operating nut and shall open in a
counterclockwise direction.
2.06 BUTTERFLY VALVES
Butterfly valves shall be located as shown on the plans positioned as shown on the standard plates
and be constructed for buried service. Bodies shall be of cast iron with mechanical joint to fit ductile
iron pipe and be furnished with all solid stainless steel nuts and bolts. Valve bearings shall be of
nylon or permanently lubricated bronze. The rubber seat shall be permanently bonded to the body.
The shaft shall be 304 stainless steel with a disc Ni- resist Type 1 with polished edge. The operator
shall be constructed and sealed for buried or submerged service. This unit shall be equipped with an
A.W.W.A. two -inch (2 ") square operating nut, and open in a counterclockwise direction. The valve
and operator assembly and all components shall be equal or exceed all recognized standards and
shall be Henry Pratt "Groundhog ", Dresser 450, Kennedy or American, or approved equal.
Minimum requirements for butterfly valves shall conform to A.W.W.A. C504, latest revision.
Valves shall be furnished with all exterior stainless steel nuts and bolts and spray- coated with a
bituminous coal tar supplied by the manufacturer.
2.07 VALVE BOXES
Valve boxes shall be cast iron of the three piece type suitable for a depth of 7%2 feet of cover over the
top of the pipe or to a depth as shown on the plans. For valves buried to a depth greater than 8 feet
from the top of operating nut to the top of the finished grade, the valve box shall be equipped with a
riser rod in a length when connected to the operating nut is 6" below the top of the finished grade.
Boxes shall be 5 diameter, bases may be round or oval and length adjustment shall be screw type.
Valve boxes shall be Tyler 6860 G, Mueller H10361 or Bibby- Ste. -Croix or approved equal as
shown on City Standard Plate No. 1006.
Drop covers on valve boxes shall bear the word "water" on the top. I
2.08 VALVE BOX ADAPTERS
Valve box adapters shall be installed on all gate valves and butterfly valves as manufactured by
Adapter, Inc. or approved equal. Payment for said adapters shall be considered incidental to the
price of gate valves or butterfly valves.
2.09 HYDRANTS
Fire hydrants purchased or installed shall meet or exceed all applicable requirements and tests of
ANSI and the latest revisions of AWWA Standard C502. Fire hydrants shall meet all test
requirements and be listed by Underwriters Laboratories Inc. Fire hydrants shall meet all test
requirements and have full approval of Factory Mutual. Fire hydrants shall meet the following
requirements.
Fire hydrants shall be rated for a working pressure of 250 Psig. (1825 kPa).
Fire hydrants shall be of the compression type, opening against the pressure and closing with the
pressure.
Fire hydrants shall have a minimum 5 main valve opening and a minimum inside lower /upper
barrel diameter (I.D.) of 7" to assure maximum flow performance. Pressure loss at 1,000 GPM shall
not exceed the following value.
4 Pumper Nozzle: 2.50 psi '
Fire hydrants shall be three -way in design, having one 4 pumper nozzle and two 2%" hose
nozzle(s). Nozzle thread type shall be national standard fire coupling screw threads. Nozzles shall
thread counterclockwise into hydrant barrel utilizing "o" ring seals. A suitable nozzle lock shall be
in place to prevent inadvertent nozzle removal.
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All buried bolts and nuts shall be high- strength, ductile iron T -bolts and hex nuts with
composition, dimensions, and threading in accordance with the latest revision of
The bonnet assembly shall provide an oil reservoir and lubrication system that automatically
circulates lubricant to all stern threads and bearing surfaces each time the hydrant is operated.
This lubrication system shall be sealed from the waterway and any external contaminants by use
of "o" ring seals. An anti - friction washer shall be in place above the thrust collar to further
minimize operating torque. The oil reservoir shall be factory filled with a low viscosity, FDA
approved non -toxic oil lubricant that will remain fluid through a temperature range of -60° F to
+150° F.
The operating nut shall be a one -piece design, manufactured of ASTM B -584 bronze. It shall be
national standard pentagon in shape and the nut dimensions shall be measuring 1 %2" from point
to flat. The operating nut shall be affixed to the bonnet by means of an ASTM B -584 bronze
hold down nut. The hold down nut shall be threaded into the bonnet in such a manner as to
prevent accidental disengagement during the opening cycle of the hydrant. The use of Allen
head set screws as a means of retention is unacceptable. A resilient weather seal shall be
incorporated into the hold down nut for the purpose of protecting the operating mechanism from
the elements.
The direction of the opening shall be counter - clockwise and an arrow shall be cast on the bonnet
flange to indicate the specified opening direction.
The hydrant bonnet shall be attached to the upper barrel by not less than eight bolts and nuts and
sealed by an "o" ring.
"traffic-
Hydrants shall be a model" having upper and lower barrels joined at the ground line by a
separate and breakable "swivel" flange providing 360° rotation of upper barrel for proper nozzle
facing. This flange shall employ not less than eight bolts. The safety flange segments shall be
located under the upper barrel flange to prevent the segments from falling into the lower barrel
when the hydrant is struck. The pressure seal between the barrels shall provide not less than 18"
of clearance from the centerline of the lowest nozzle to the ground.
The operating stem shall consist of two pieces not less than 1'/4 diameter (excluding threaded or
machined areas) and shall be connected by a stainless steel safety coupling. The safety coupling
shall have an integral internal stop to prevent the coupling from sliding down into the lower
barrel when the hydrant is struck. Screws, pins, bolts, or fasteners used in conjunction with the
stem couplings shall also be stainless steel. The top of the lower stem shall be recessed 2" below
the face of the safety flange to prevent water hammer in the event of a "drive over" where a
vehicle tire might accidentally depress the main valve.
The lower barrel shall be an integrally cast unit. The use of threaded on or mechanically
attached flanges is deemed unacceptable. The hydrant bury depth shall be 7.0' of cover over the
hydrant service and clearly marked on the hydrant lower barrel for 8.0' bury unless otherwise
specified.
All buried bolts and nuts shall be high- strength, ductile iron T -bolts and hex nuts with
composition, dimensions, and threading in accordance with the latest revision of
ANSI/AWWA Standard C111 /A21.11. The T -bolts and hex nuts shall be NSS Cor -Blue or
an approved equal.
Composition of the main valve shall be a molded rubber having a durometer hardness of 95 +/- 5
and shall be reversible in design to provide a spare in place. Plastic (polyurethane) main valves
are unacceptable. The main valve shall have a cross section not less than 1 ".
Hydrants shall be equipped with two (2) drain valves that drain the barrel when the hydrant is
closed and seal shut when the hydrant is opened. These drain valves shall be an integral part of
the one piece bronze upper valve plate. They shall operate without the use of springs, toggles,
tubes, levers or other intricate synchronizing mechanisms.
The upper valve place, seat ring and drain ring (she bushing) must be ASTM B -584 bronze and
work in conjunction to form an all bronze drain way. A minimum of two (2) internal and two (2)
external drain openings are required. Drains ported through an iron shoe must be bronze lined.
The bronze seat ring shall thread into a bronze drain ring (or shoe bushing) providing a bronze-
to- bronze connection. Seat rings shall be "o" ring pressure sealed.
The shoe inlet size and connection type shall be MJ having ample blocking pads for sturdy
setting and the MJ connection must have two strapping lugs to secure the hydrant to piping. A
minimum of six solid stainless steel bolts and nuts are required to fasten the shoe to the lower
barrel.
The interior of the shoe including the lower valve plate and stem cap nut shall have a protection
coating that meets the requirements of AWWA C -550. If a stem cap nut is utilized, a stainless
steel lock washer or similar non - corrosive device that will prevent the cap nut from backing off
during normal use must lock it in place.
Hydrants shall be warranted by the manufacturer against defects in materials or workmanship for
a period of ten years (10) from the date of manufacture. The manufacturing facility for the
hydrant must have current ISO certification.
Hydrants shall be Waterous WB -67 or Mueller Super Centurion 250 or approved equal.
All hydrants shall be given one additional coat of paint after installation All abraded surfaces shall
be cleaned prior to application of the final field coat. The field coat of paint shall be per the
manufacturer's specifications.
All painted surfaces shall be warranted for a period of two years from the time the City accepts the
public utility improvements. In the event the hydrant paint is not in satisfactory condition at the end
of the warranty period, the entire hydrant shall be prepared (scraping, sanding) and repainted in
accordance with these specifications.
Any hydrant that is extended 6" or more shall be supplied with an extra -heavy operating rod from
the base to top of hydrant.
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All hydrant installations shall include a location marker as shown on Detail Plate No. 1004.
Immediately after installing or relocating a fire hydrant, it must be securely covered by the
contractor with a plastic bag to indicate it is "out of service ". The plastic bag may only be
removed for testing purposes by a city representative.
Upon approval of all testing (hydro, bacteria, flush and conductivity) and city acceptance, the
Chanhassen Utility Department will open the gate valve, remove the plastic bag and flush the
hydrant.
"PLEASE NOTE: The Utility Department requires a 48 -hour advance notice to schedule turning
on or off water lines.
1 2.10 CORPORATION COCKS D.I.P
All corporation cocks shall conform to A.W.W.A. Standards with A.W.W.A. threaded inlet and
A.W.W.A. copper service pipe outlet.
Minimum size corporation cocks shall be 1" x 1" and shall be installed with saddles on all 6" and
smaller D.I.P. watermains (3/4" x 1" corporations are not allowed).
Corporation cocks shall be Mueller #H15000, Ford F 600 or approved equal.
2.11 CURB STOP AND BOX
Curb stop shall be Minneapolis pattern for copper service pipe inlet and outlet, with an inverted key,
and shall be Mueller Company Mark lI Oriseal #H- 15154, Ford B22 -333M, B22 -444M or approved
equal.
The stop box shall be an extension type with stationary rod Minneapolis, pattern base and a 1 -1/4"
upper section. Boxes shall have a 12" adjustment with an 8 -foot length when fully extended. Stop
boxes shall be Mueller Company #H -10300 Series, Ford EM2- 80- 56 -75R or approved equal.
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Curb stops shall be tied to definable landmarks such as manholes, catch basins, gate valves, hydrants
and building corners. Swing ties shall be no longer than 100 feet in length between tie points.
Property corners, trees, power poles, light poles, telephone or utility boxes are not acceptable ties.
This record shall be turned over the engineer for his/her records at time intervals specified by the
engineer.
The lid shall be Mueller #89375 or equal.
2.12 COPPER TUBING
Copper tubing shall comply with the following and shall be manufactured in the United States of t
America:
Federal Specification WW -T -799 Type K
ASTM Specification B -88 -62 Type K
AWWA Specification C- 800 -55 Type K
One -inch (1 ") seamless copper service lines shall be of minimum size for all water service, except
where specified by City of Chanhassen in high - pressure water areas or where there are other unusual
circumstances.
2.13 SERVICE SADDLES
All service connections to PVC pipe shall be stainless steel, double strap and bolt (minimum) service
saddles and spray - coated with bituminous coal tar. Service saddles shall have stainless steel washers
between the nut and the plastic washer to equalize tightening stress. Rubber tapered gaskets shall be
required to resist circumferential and longitudinal forces along with 0 -ring or flat gaskets for
hydraulic seal. Saddle bolts shall be tightened to the manufacturer's recommended tightness as
verified with a torque wrench. Bolt tightness shall be rechecked after the pipe tap is complete. All
services shall be pressure tested with the main line and shall be Romac Style 304, Ford style FS 303,
Cascade CSC -2, Smith Blair 371 -372 or approved equal.
For use on Ductile Iron Pipe, service saddles shall be provided for all services larger than those
specified in Article 2.03 and shall be Ford iron service saddles, style F202, zinc plated double straps,
rubber gaskets and standard thread pattern as per A.W.W.A. C800 or approved equal.
2.14 RETAINER GLANDS
All retainer glands shall be ductile iron with set screws being solid stainless steel and spray- coated
with a bituminous coal tar supplied by the manufacturer, similar to American Double -X mechanical
joint retainer glands or approved equal and shall be capable of withstanding torque of not less
80 -foot pounds.
2.15 MECHANICAL JOINT RESTRAINTS
Mechanical joint restraints shall be manufactured of ductile iron conforming to ASTM A 536 -80
with ductile iron restraining devices heat treated to a minimum hardness of 370 GHN. I
Thrust Restraint Criteria:
A) Megalug, or approved equal, joint restraining glands are required at pipe joints.
B) For restrained joints, the number of feet (m) of tied pipe required shall be in
accordance with the table shown on Detail Plate No. 1011.
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2.18 AIR RELIEF VALVES
Air relief valves shall be Crispex Universal air valves manufactured by Multiplex Manufacturing
Company or approved equal.
The valve shall be furnished with a 1" inlet, a V shut -off valve (ball valve), a backflow check valve
and all other accessories needed as per Standard Detail Plate No. 1006.
An operating instructions and maintenance manual shall be included with the valve.
2.19 CONCRETE
Concrete to be used shall be composed of a mixture of fine and coarse aggregate and a Portland
Hydraulic Cement conforming to the ASTM Specification designation C -150, Type 1, with the
proper water - cement ratio to obtain a compressive strength not less than 3,000 pounds per square
11
C) For special cases not covered by the standard plate design of thrust restraint, the
construction shall be in accordance with Thrust Restraint Design for Ductile Iron Pipe, Ductile Iron
Pipe Research Association (1989). A working pressure of 250 psi (1725 kPa), shall be used for
design calculation.
The mechanical joint restraint shall have a working pressure of at least 250 psi and shall be
MegaLug manufactured by EBAA IRON, INC. or approved equal. Restraints for C900 PVC shall
be Ebba IRON Mega -Lug Series 2000 PV or approved equal. All mechanical joint restraints shall
be spray- coated with a bituminous coal tar supplied by the manufacturer.
2.16 ELECTRICAL CONDUCTIVITY MATERIALS
All joints on ductile iron pipe and fittings shall be connected with an electrical conducting copper
strap, clips or cable designed and tested to withstand 400 amps.
2.17 AIR RELIEF MANHOLES
Air relief manholes shall be constructed using pre -cast sections conforming to ASTM Specification
C478 according to the standard plate.
The standard manhole casting shall be NEENAH R -1740B with self - sealing lid or approved equal as
shown on the standard plate and shall have two concealed pick holes. The minimum allowable
weight shall be 380 pounds.
Lettering on the manhole castings shall be as shown on the standard plate.
All castings shall conform to the requirements and dimensions shown on the drawings. All covers
must fit closely in the rings in any and all positions and, when placed in the rings, must fit the ring
'
solidly in all positions so that there will be no rocking from pressure applied on any point of the
cover.
2.18 AIR RELIEF VALVES
Air relief valves shall be Crispex Universal air valves manufactured by Multiplex Manufacturing
Company or approved equal.
The valve shall be furnished with a 1" inlet, a V shut -off valve (ball valve), a backflow check valve
and all other accessories needed as per Standard Detail Plate No. 1006.
An operating instructions and maintenance manual shall be included with the valve.
2.19 CONCRETE
Concrete to be used shall be composed of a mixture of fine and coarse aggregate and a Portland
Hydraulic Cement conforming to the ASTM Specification designation C -150, Type 1, with the
proper water - cement ratio to obtain a compressive strength not less than 3,000 pounds per square
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SECTION 4.00 - CONTRACTOR'S RESPONSIBILITY FOR MATERIALS
4.01 MATERIAL FURNISHED BY CONTRACTOR I
The contractor shall be responsible for all material furnished by him, and she shall replace at his/her
own expense all such material that is found to be defective in manufacture or that has become
damaged in handling after delivery by the manufacturer. This shall include the furnishing of all
material and labor required for the replacement of installed material discovered defective prior to the
final acceptance of the work, or during the warranty period of the work.
4.02 MATERIAL FURNISHED BY THE OWNER
The contractor's responsibility for material furnished by the owner shall begin at the point of
delivery by the manufacturer, or owner, and upon acceptance of the material by the contractor. The
contractor shall examine all material furnished by the owner at the time and place of delivery and
shall reject all defective material. The point of delivery shall be stated in the "Special Provisions ".
4.03 REPLACEMENT OF DAMAGED MATERIAL
Any material furnished by the owner that becomes damaged after acceptance by the contractor shall
be replaced by the contractor at his/her own expense.
4.04 RESPONSIBILITY FOR SAFE STORAGE
The contractor shall be responsible for the safe storage of material furnished by or to him, and
accepted by him, and intended for the work, until it has been incorporated in the completed project.
The interior of all pipe, fittings, and other accessories shall be kept free from dirt and foreign matter
at all times. Valves and hydrants shall be drained and stored in a manner that will protect them from
damage and freezing.
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SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE
5.01 MATERIAL HANDLING
Pipe and other accessories shall, unless otherwise directed in the special provisions, be unloaded at
the point of delivery, hauled to and distributed at the site of the project by the contractor. They shall
at all times be handled with care to avoid damage. In distributing the material at the site, each piece
shall be unloaded opposite or near the place where it is to be laid in the trench. Pipe shall be so
handled such that the coating and lining will not be damaged. If, however, any part of the lining or
coating is damaged, the repair shall be made by the contractor at his/her expense in a manner
satisfactory to the engineer.
5.02 PIPE ALIGNMENT AND GRADES
All pipe shall be laid and maintained to the required lines and grades; with hydrants, valves and
fittings at the required locations; and with joints centered and drawn "home'; and with all valve and
hydrant stems plumb. The owner will furnish line and grade stakes necessary for the work. It shall
be the contractor's responsibility to preserve these stakes from loss or displacement. The engineer
may order replaced any stakes she deems necessary for the proper protection of the work. Any
replacements shall be at the contractor's expense. All pipes shall be laid to the depth shown on the
contract drawings. The contractor shall satisfactorily maintain the specified cover. If additional
bends are required where not shown on the drawings to maintain alignment around curves, the
contractor shall provide the required number and be compensated at the unit price as proposed on the
bid form. The following is the maximum allowable joint deflection for the cast iron pipe.
A.W.W.A. C -600 TABLE 1 & 2 - SUMMARY
* 18' length
15
(20' Pipe Length - except as noted)
Maximum Allowable Deflections (inches)
Pipe Size
Mechanical Joint
Push -on Joint
4
31"*
21"
6
27"*
21"
8
20"
21"
12
22"
21"
16
15"
12"
18
12"
12"
20
12"
12"
24
10
12"
30
10"
8"
36
9
8
42
8 "
8 ,v
48
8
8"
* 18' length
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5.03 DEVIATION WITH ENGINEER'S CONSENT
No deviation shall be made from the required line or grade except with the written consent of the
engineer.
5.04 DEVIATIONS OCCASIONED BY OTHER UTILITY STRUCTURES '
Wherever existing utility structures or branch connections leading to main sewers or to main drains ,
or other conduits, ducts, pipe or structures present obstructions to the grade and alignment of the
pipe, they shall be permanently supported, removed, relocated or reconstructed by the contractor
through cooperation with the owner of the utility, structure or obstruction involved. In those
instances where their relocation or reconstruction is impracticable, a deviation from the grade will be
ordered and the change shall be made in the manner directed with extra compensation allowed
therefore at unit prices, if applicable. I
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SECTION 6.00 —
6.01 GENERAL
This section covers the directional bore of High Density Poly Ethylene pipe (HDPE). The
HDPE pipe shall be designed, furnished, and installed complete with all fittings, jointing
materials, anchors, blocking, encasement, and other necessary appurtences. All materials and
equipment used in the drilling systems shall be of high quality and generally accepted in the
industry. The services furnished by the contractor shall be performed in accordance with
standard HDD industry practice and these documents and shall include all labor, equipment, and
consumables necessary to accomplish the following tasks:
a. Clearing, grading, and general site /access preparation necessary for construction
operations.
b. Transportation of all equipment, labor, materials, and consumables to and from the
jobsite.
c. Erection of horizontal drilling equipment at the rig site indicated on the drawings.
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d. Drilling of a pilot hole to a diameter suitable for installation of the prefabricated pull
section.
e. Reaming the pilot hole along the path indicated on the drawings.
f. Prefabrication of the pull section including thermal butt fusion of the individual
HDPE pipes in accordance with the applicable specification.
g. Installation of the prefabricated pull section in the reamed hole.
h. Fusion of HDPE fittings to the ends of each individual HDPE pipe following
installation of the pull section.
i. Pre - installation and post - installation hydrostatic testing of each individual HDPE pipe
in accordance with the applicable specification.
j. Clean -up and restoration of all work areas.
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6.02 GOVERNING STANDARD
Except as modified or supplemented herein, all HDPE pressure pipe shall conform to the
applicable requirements of ANSUAWWA C906.
The supplementary information required in the foreword of the governing standard is as follows:
Affidavit of Compliance (Sec. 6.3)
Required
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Plant Inspection (Sec. 5.9) Not Required
Special Markings (Sec. 6.1.4) Not Required
Special Preparation for Shipment (Sec. 6.2) Not Required
Special Quality Assurance Testing (Sec. 5) Required
6.03 SUBMITTALS
All procedures or material descriptions requiring the engineer's approval shall be submitted not
less than 3 weeks prior to commencing any horizontal directional drilling activities. Submittals
shall include but are not limited to the following:
a. Composition of drilling fluid.
b. Description of the drilling fluid solids control system (plan for minimization and disposal
of excess drilling fluids).
c. Buoyancy control plan (if applicable).
d. Drilling fluid disposal plan.
6.04 PROTECTION OF UNDERGROUND FACILITIES
The contractor shall undertake the following steps prior to commencing drilling operations.
a. Contact the utility location/notification service and all other utilities not covered by this
service for the construction area.
b. Positively locate and stake all existing lines, cables, or other underground facilities
including exposing any facilities which are horizontally located within 10 feet of the
designed drilled path.
c. Modify drilling practices and downhole assemblies to prevent damage to existing
facilities.
The contractor shall be responsible for locating any and all underground facilities regardless of
the engineer's previous efforts in this regard. The contractor shall be responsible for all losses
and repairs to underground facilities resulting from drilling operations.
6.05 PERMITS AND APPROVALS
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The Contractor shall obtain all other necessary permits and approvals. All work performed shall
comply with the requirements of the permits obtained.
6.06 QUALITY ASSURANCE
Qualifications - The pipe manufacturer shall provide the services of an experienced, competent,
and authorized representative to visit the site of the work to advise and consult with the
contractor during joining and installation of the pipe. The manufacturer's representative shall
not directly supervise the contractor's personnel, and the contractor shall remain responsible for
the pipeline work.
Storage and Handling - Pipe, fittings, and accessories shall be handled in a manner that will
ensure installation in sound, undamaged condition. Pipe shall not be stored uncovered in direct
sunlight.
6.07 MATERIALS
Pipe/Fittings - Chevron "Plexco" or Phillips "Driscopipe ", ANSI/AWWA C906; material
designation (ASTM D3350), PE 3408, minimum cell classification 334434C, DIPS (Ductile Iron
Pipe Size) OD, DR 11.0.
Joints - Thermal butt fusion joints, ASTM D3261.
Couplings - Electrofusion Couplers.
Connections with DIP - Connections shall be made using fittings suitable for such purposes.
Mechanical joining to the ductile iron pipe shall be made using polyethylene flange adapter and
metal backup ring. The adjoining ductile iron fitting shall be of an equivalent internal diameter
as the polyethylene piping.
Tracer Wire - Tracer wire shall be laid with all HDPE watermain and shall be Copperhead HDD
or engineer approved equal. Coordinate installation, testing, and above ground termination of
tracer wire with the City.
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Tracer Box - Tracer boxes in urban areas shall be Snake Pit tracer boxes by Copperhead
Industries. In rural areas, tracer boxes shall be Rhino TriView Markers.
6.08 ACCESS
The contractor shall work within the designated Right of Way. Access to the work site shall be
acceptable to all governing agencies.
6.09 INSTALLATION
Laving Pipe - Pipe shall not be laid in water or under unsuitable weather or trench conditions,
and shall be protected against entry of foreign matter.
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During cold weather, particular care shall be taken in handling and laying pipe to prevent
damage by impact.
Whenever pipe laying is stopped, the open end of the line shall be closed with a tight - fitting end
board to keep out sand and earth. The end board shall have several perforations near its center to
permit water into the pipe, thus preventing flotation in the event that the trench is flooded.
Standing water in the trench shall be removed before the end board is removed.
Pipe shall be protected from exposure to sunlight, shall be kept as cool as possible during
installation, and shall be covered with backfill immediately after installation.
Cleaning - The interior of all pipe and fittings shall be thoroughly cleaned before installation and
shall be kept clean until work has been accepted.
Directional Tolerance - The pilot hole shall be drilled along the path shown on the drawings to
the tolerances listed below:
a. Alignment - Plus or minus 5 feet.
b. Entry Point Location - The pilot hole shall initially penetrate the ground surface at the
exact location shown on the drawings. The contractor shall determine the entry side of
the pilot hole drilling depending on the pipe grade, availability of right -of -way, room to
string the pipeline, and other factors.
c. Exit Point Location - The pilot hole shall finally exit the ground surface at the exact
location shown on the drawings.
In all cases, right -of -way restrictions shall take precedence over the listed tolerances. Regardless
of the tolerance achieved, no pilot hole will be accepted if it will result in any or all of the
pipeline being installed in violation of right -of -way restrictions. In all cases, concern for
adjacent utilities and/or structures shall take precedence over the listed tolerances. Listing of
tolerances does not relieve the contractor from responsibility for safe operations or damage to
adjacent utilities and structures.
Cutting Pipe - Cutting shall comply with the pipe manufacturer's recommendations. Cuts shall
be smooth, straight, and at a right angle to the pipe axis. After cutting, the end of the pipe shall
be dressed to remove all roughness and sharp corners and shall be beveled in accordance with
the manufacturer's instructions.
Jointing - Jointing shall conform to the instructions and recommendations of the pipe
manufacturer. Sections of HDPE pipe shall be joined into continuous lengths above ground by
the thermal butt fusion method in accordance with the pipe manufacturer's recommendations for
the specified service. The butt fusion equipment used in the joining procedures should be
capable of meeting all conditions recommended by the pipe manufacturer, including, but shall
not be limited to, temperature requirements of 400T, alignment, and 75 psi interfacial fusion
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pressure. Butt fusion joining shall be 100 percent efficient offering a joint weld strength equal to
or greater than the tensile strength of the pipe.
Socket fusion and extrusion welding or hot gas welding will not be acceptable.
All joining procedures shall be acceptable to the engineer.
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Inspection - Pipe and fittings shall be carefully examined for cracks and other defects
immediately before installation, with special attention to pipe ends. All defective pipe and
fittings shall be removed from the site of the work.
' Connections with Other Piping - Connections between HDPE pipe and other piping shall be
made using suitable fittings. Each connection with other piping shall be made at a time and
' under conditions which will least interfere with service to customers, and as authorized by the
City. The pipe shall remain in the drilled hole at least 24 hours before any connections or cutting
of pipe shall be made. Facilities shall be provided for proper dewatering and for disposal of all
water removed from the dewatered lines and excavations without damage to adjacent property.
Special care shall be taken to prevent contamination of potable water lines when dewatering,
cutting into, and making connections with other pipe. No trench water, mud, or other
contaminating substances shall be permitted to get into the lines. The interior of all pipe,
fittings, and valves installed in such connections shall be thoroughly cleaned and then swabbed
with, or dipped in, a 200 mg/L chlorine solution.
Reaction Anchorage and Blocking - All tees and plugs installed in piping subject to internal
' hydrostatic heads in excess of 30 feet shall be provided with suitable reaction blocking, anchors,
joint harnesses, or other acceptable means of preventing movement of the pipe caused by internal
pressure.
Concrete blocking shall extend from the fitting to solid undisturbed earth and shall be installed
so that all joints are accessible for repair. The dimensions of concrete reaction blocking shall be
as indicated on the drawings or as directed by the engineer.
Reaction blocking, anchorages, or other supports for fittings installed in fill or other unstable
ground shall be provided as indicated on the drawings or as directed by the engineer.
Protective Coating - All steel clamps, rods, bolts, and other metal components of tapping saddles
' or reaction anchorages subject to submergence, or in contact with earth or other fill material, and
not encased in concrete, shall be protected from corrosion. The first coat shall be dry and hard
before the second coat is applied.
6.10 REAMING AND PULL BACK
Pre - reaming - Pre - reaming operations shall be conducted at the discretion of the contractor. The
contractor shall insure that a hole sufficient to accommodate the pull section has been produced.
Any damage to the pipe resulting from inadequate pre- reaming shall be the responsibility of the
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contractor. All provisions of this specification relating to simultaneous reaming and pulling back
operations shall also pertain to pre- reaming operations.
Pulling Loads - The maximum allowable tensile load imposed on the pipe section shall be equal
to 50 percent (50 %) of the product of the HDPE pipe's specified tensile yield strength and the
area of the pipe section.
Torsional Stress - A swivel shall be used to connect the pull section to the reaming assembly to
minimize torsional stress imposed on the section.
Pull Section Support - The pull section shall be supported as it proceeds during pull back so that I
it moves freely and the pipe is not damaged.
External Collapse Pressure - The pull section shall be installed in the reamed hole in such a
manner that external pressures are minimized and an appropriate counter - balancing internal
pressure is maintained. Any damage to the pipe resulting from external pressure during
installation shall be the responsibility of the contractor.
Buoyancy Modification - Buoyancy modification shall be used at the discretion of the contractor.
Any buoyancy modification procedure proposed for use shall be submitted to the engineer for
approval. No procedure shall be used which has not been reviewed and approved by the
engineer. The contractor is responsible for any damage to the pull section resulting from
buoyancy modification. I
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' 6.11 DRILLING FLUIDS
Composition - The composition of all drilling fluids proposed for use shall be submitted to the
engineer for review and approval. No fluid will be approved or utilized that does not comply
with permit requirements or environmental regulations.
' Water - The contractor is responsible for obtaining, transporting, and storing any water required
for drilling fluids. Connecting to fire hydrants is not acceptable. Contact the City to determine
acceptable water locations.
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Recirculation - The contractor shall maximize recirculation of drilling fluid surface returns. The
contractor shall provide solids control and fluid cleaning equipment of a configuration and
capacity that can process surface returns and produce drilling fluid suitable for reuse. A
description of solids control and cleaning equipment proposed for use shall be submitted to the
engineer.
Disposal - Disposal of excess drilling fluids is the responsibility of the contractor and shall be
conducted in compliance with all environmental regulations, right -of -way and workspace
agreements, and permit requirements. Drilling fluid disposal procedures proposed for use shall
be submitted to the engineer.
Control of drilling fluids on the site is very critical. Spills of drilling fluids will not be allowed
or permitted.
Inadvertent Returns - The contractor shall employ his best efforts to maintain full annular
circulation of drilling fluids. Drilling fluid returns at locations other than the entry and exit
points shall be minimized. In the event that annular circulation is lost, the contractor shall take
steps to restore circulation. If inadvertent surface returns of drilling fluids occur, they shall be
immediately contained with hand placed barriers (i.e. hay bales, sand bags, silt fences, etc.) and
collected using pumps and other suitable equipment. If the amount of the surface return exceeds
that which can be contained with hand placed barriers, small collection sumps, drilling
operations shall be suspended until surface return volumes can be brought under control.
6.12 FIELD QUALITY CONTROL
Instrumentation - The contractor shall at all times provide and maintain instrumentation which
will accurately locate the pilot hole, measure drill string axial and torsional loads, and measure
the drilling fluid discharge rate and pressure. The engineer will have access to these instruments
and their readings at all times. A log of all recorded readings shall be maintained and will
become part of the "As Constructed" information to be supplied by the contractor.
Cleaning and Disinfection - Cleaning and disinfection is described in Section 10.00 of the
Watermain Specifications.
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Testing - After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace
Wire Test. These tests are described in Section 10.00 of the Watermain Specifications.
Additional testing may be required at the discretion of the engineer.
All HDPE piping shall be watertight and free from leaks. Each leak that is discovered within the
correction period specified in the General Conditions shall be repaired by and at the expense of
the contractor.
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SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION
7.01 GENERAL
The trench shall be so dug that the pipe can be laid to the alignment and depth required and shall be
excavated only so far in advance of pipe laying as the engineer shall specify. The trench shall be so
braced and drained that the workmen may work therein safely and efficiently. All trenches shall be
sheeted and braced as per Chapter 66: Trench bracing of the Minnesota Regulations Relating to
Industrial Safety to a safe angle of repose. Such angle of repose shall be no less than the repose
required by the Accident Prevention Division of the Minnesota State Industrial Commission or the
requirements of the Occupational Safety and Health Act (OSHA), whichever is more restrictive.
It is essential that the discharge of any required trench dewatering pumps be conducted to natural
public drainage channels, drains or storm sewers.
All trenches shall be excavated so that the pipe may be laid accurately to grade with a minimum of
7%2 feet of earth cover over the top of the watermains, unless otherwise noted on the drawings.
All utility installations under existing "collector" roads or newly constructed (less than 5 years old)
residential streets must be jacked or directional bored as appropriate. No open trenching will be
allowed.
7.02 TRENCH WIDTH AND DESCRIPTION
The trench width, at the top of the trench, may vary depending on the depth of the excavation and
' the nature of excavated material encountered. All trenches shall be constructed in strict accordance
with requirements prescribed by the Occupational Safety and Health Act (OSHA).
The trench width at pipe grade shall be ample to permit the proper laying and jointing of the pipe
and fittings and for proper backfilling and compaction. The maximum width of trench at the top of
the pipe shall be not greater than the outside diameter of the pipe plus four feet.
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The trench shall have a bottom conforming to the grade to which the pipe is to be laid. The pipe shall
be laid upon sound soil, cut true and even so that the barrel of the pipe will have a bearing for its full
length. If the excavation is inadvertently made below the bottom conforming to grade, it shall be
backfilled with well tamped pit run sand or fine gravel or other material as approved by the engineer
at no additional expense to the owner.
Bell holes shall be dug at the ends of each length of pipe to permit proper jointing. Excavations for
manholes and other structures shall have one foot minimum clearance on all sides.
The trench shall be kept free from water until the joints have been completed.
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7.03 PIPE BEDDING
When using ductile iron pipe and existing soil conditions are not acceptable for backfill and/or I
compaction in the pipe zone, pipe bedding and backfill shall be used as shown on standard detail
plate no. 2201. Otherwise, backfill as shown on standard detail plate no. 2202 may be used. When ,
using PVC pressure pipe bedding and backfill shall be accomplished as per Section 7.02 of the
sanitary sewer specifications and standard detail plate no. 2203.
7.04 PIPE FOUNDATION IN POOR SOIL
When the bottom at subgrade is soft and in the opinion of the engineer cannot adequately support the ,
pipe, a further depth and/or width shall be excavated and refilled to pipe foundation grade with
approved material and thoroughly compacted as shown on standard detail plate nos. 2203 and
2203A; or other approved means, such as piling, shall be adopted to assure a firm foundation for the
pipe with extra compensation allowed the contractor as provided elsewhere in these specifications.
The contractor shall furnish, drive, and place piling if ordered by the engineer. Piles shall be driven
in exact position at locations determined by the engineer. The contractor at his/her own expense
must replace piles not correctly positioned at the completion of driving.
7.05 PIPE CLEARANCE IN ROCK
Large stones shall be removed to provide a clearance of at least twelve inches (12 ") below outside
barrel of the pipe, valves, or fittings, and to a clear width of 12" on each side of all pipe and
appurtenances for pipe 16" or less in diameter; for pipes larger than 16 ", a clearance of 18" below
and clear width of 9" on each side of pipe shall be provided. Adequate clearance for properly ,
jointing pipe laid in rock trenches shall be provided at bell holes.
7.06 BRACED AND SHEETED TRENCHES
The contractor shall adequately brace and sheet excavations wherever necessary to prevent caving or
damage to nearby property. The cost of this temporary sheeting and bracing, unless provided for
otherwise, shall be considered as part of the excavation costs without additional compensation to the
contractor. Trench sheeting shall remain in place until pipe has been laid, tested for defects and
repaired if necessary, and the earth around it compacted to a depth of one foot over the top of the
pipe. Sheeting, bracing, etc. placed in the "pipe zone" (that part of the trench below a distance of one
foot [1] above the top of the pipe) shall not be removed without the written permission or written
order of the engineer; that sheeting thereby left in place shall be paid for at the unit price bid.
Sheeting ordered left in place by the engineer in writing shall be paid for at the unit price bid. The ,
contractor may also leave in place, at his/her own expense, to be embedded in the backfill of the
trench any sheeting or bracing in addition to that ordered left in place by the engineer for the purpose
of preventing injury or damage to persons, corporations, or property whether public or private, for ,
which the contractor under the terms of this contract is liable.
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7.07 PILING OF EXCAVATED MATERIAL
All excavated material shall be piled in a manner that will not endanger the work and that will avoid
obstructing sidewalks and driveways. Gutters shall be kept clear or other satisfactory provisions
made for street drainage.
7.08 BARRICADES, GUARDS AND SAFETY PROVISIONS
To protect persons from injury and to avoid property damage, adequate barricades, construction
signs, flashing lights, and guards as required shall be placed and maintained during the progress of
the construction work and until it is safe for traffic to use the highway. All material piles, equipment
and pipe which may serve as obstructions to traffic shall be enclosed by fences or barricades and
shall be protected by proper lights when the visibility is poor. The rules and regulations of the local
authorities respecting safety provisions shall be observed.
7.09 TRAFFIC AND UTILITY CONTROLS
Excavations for pipe laying operations shall be conducted in a manner to cause the least interruption
to traffic. Where traffic must cross open trenches, the contractor shall provide suitable bridges at
street intersections and driveways. The contractor shall post, where directed by the engineer, suitable
signs indicating that a street is closed and necessary detour signs for the proper maintenance of
traffic. Hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, or other utility
' controls shall be left unobstructed and accessible during the construction period.
7.10 PRIVATE PROPERTY PROTECTION
' Trees, fences, poles and all other private property shall be protected unless their removal is
authorized; and any property damage shall be satisfactorily restored by the contractor, or adequate
compensation therefore shall be the responsibility of the contractor.
7.11 TUNNELING, JACKING, BORING OR EXCAVATION OTHER THAN OPEN TRENCH
Where pipe cannot be placed by open trench excavation, the method for placing and payment
therefore shall be stated in the special provisions.
' 7.12 RAILROAD AND HIGHWAY CROSSINGS
When any railroad is crossed, all precautionary construction measures required by the railroad shall
be followed. See Special Provisions or Detail Drawings The contractor shall be responsible for
securing necessary crossing permits.
Before any construction is started, the successful bidder shall meet with the Minnesota Department
of Transportation, County Highway Department, Railroad Maintenance Engineer, and the
Consulting Engineers where applicable to determine the construction procedure to be followed,
methods of rerouting traffic, placing of barricades, flares, signs, flagmen, etc., and methods of
preventing damage to the highway or railroad. If required by the railroad or highway department, the
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contractor shall deposit with them a certified check in an amount sufficient to cover the required
repair work.
7.13 INTERRUPTION OF WATER SERVICE
No interruption of water service will be allowed unless approved by the city engineer. The
contractor will be required to provide temporary water service whenever possible. If an interruption
in water service is approved, all consumers affected by the operation shall be notified by the
contractor at least 48 hours before the operation and be advised of the probable time when service
will be restored. All valves and hydrants that are required to be opened or closed shall be operated
only by the Chanhassen Utility Department. The contractor shall notify the Chanhassen Utility
Superintendent 48 hours in advance to request opening or closing of all gate valves and hydrants.
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r SECTION 8.00 - PIPE LAYING
8.01 INSTALLATION OF WATERMAIN AND APPURTENANCES
r Proper implements, tools and facilities satisfactory to the engineer shall be provided and used by the
contractor for the safe and convenient prosecution of the work.
Pipe and other materials shall be unloaded and distributed on the job in a manner approved by the
engineer. In no case shall materials be thrown or dumped from the truck. All materials unloaded in
an unsatisfactory manner shall be rejected and work shall be stopped until such materials have been
' examined by the inspector and approved. The contractor shall furnish the necessary assistance in
such examination of materials.
Watermain materials shall be carefully lowered into trench piece by piece by means of a derrick,
ropes or other suitable tools or equipment, in such a manner as to prevent damage to materials and
protective coatings and lining. Under no circumstances shall watermain materials be dumped into
the trench.
8.02 LAYING OF PIPE AND FITTINGS
r Before lowering and while suspended, the pipe and fittings shall be inspected for defects to detect
any cracks. Any defective, damaged or unsound material shall be rejected.
r All foreign matter or dirt shall be removed from the inside of the pipe and fittings before it is
lowered into its position in the trench, and shall be kept clean by approved means during and after
' laying. All openings along the line of the main shall be securely closed as directed, and in the
suspension of work at any time, suitable stoppers shall be placed to prevent earth or other substances
from entering the main.
' No pipe shall be laid in water or when the trench conditions are unsuitable for such work, except by
written permission of the engineers.
' 8.03 JOINTING OF PIPE AND FITTINGS
' Ductile Iron - Jointing of mechanical joint pipe, push -on joint pipe, and fittings shall be done in
accordance with A.W.W.A. Section 9b and 9c of A.W.W.A. Specification C600, latest revision.
Mega -lugs shall be used to secure all mechanical joint pipe and fittings.
r When pipes are cut in the field, the cut or straight end shall have all sharp or rough edges removed
before assembly.
' PVC - The bell shall consist of an integral wall section with a factory - installed, solid cross - section
elastometric ring which meets the requirements of ASTM F -477. The bell section shall be designed
to be at least as hydrostatically strong as the pipe wall and meet the requirements of A.W.W.A. C900
for sizes 4" to 8 ". The pipe shall be manufactured to cast iron or ductile iron outside dimensions in
accordance with A.W.W.A. C900. PVC Pipe larger than 8" diameter will not be allowed.
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Fittings shall be ductile iron, having a minimum working pressure rating of 150 PSI and shall
conform to the requirements of A.W.W.A. C110 (ANSI A21.10) or A.W.W.A. C153 (ANSI 21.53)
Ductile Iron Compact Fittings. Valves, tees, crosses, hydrant barrels or any other ductile iron fitting
shall be furnished with Cor -Blue nuts and bolts and shall be wrapped with a flat sheet or split length '
polyethylene tube by passing the sheet under the appurtenance and bringing it up around the body.
Make seams by bringing the edges of the polyethylene sheet together, folding over twice and taping
down. ,
Restraints for C900 PVC pipe shall, per Section 2.15, be Ebba Iron Mega -Lug Series 2000 PV or
approved equal.
8.04 SETTING HYDRANTS
Hydrants shall be placed in locations as staked by the engineer.
All hydrants shall be supported on an 18" x 18" x 5" solid concrete block or equal concrete base. '
Each hydrant shall be tied as shown on the detail drawings. After each hydrant has been set, there
shall be placed around the base of the hydrant, not less than one (1) cubic yard of gravel or crushed
rock from which all fine material has been removed. A layer of polyethylene, minimum 4 mil '
thickness, shall be carefully placed over the rock to prevent the backfill from entering the voids in
the drain rock. All hydrants must be maintained in a plumb position during the backfilling operation.
8.05 CONDUCTIVITY ,
When using D.I.P. conductivity shall be provided throughout the water system by use of copper ,
straps or approved conductive gaskets with copper inserts. All mechanical joint fittings shall be
equipped with copper straps. Lead tipped gaskets will not be approved for conductivity.
Copper jumper straps between sections of pipe shall be not less than 1/16" x 3/4" strap bolted to
shop welded pipe straps of the same size. Bolts shall be 5/16" diameter bronze. For all locations
where shop welded straps are not available, field welds shall be made using the Cadweld method
with size 32 cartridge. Each field weld shall be properly made after filing the surface of the pipe to a ,
clean bare metal over the entire area of the weld. Straps bolted to mechanical joint fittings shall be
not less than 1/16" x 1 -1/2 ". All straps shall be securely fastened and backfill placed so as to not
damage the conductivity. '
8.06 SEWER CROSSINGS
Watermains crossing sanitary sewers shall be laid to provide a separation of at least 18" between the '
bottom of the watermain and the top of the sewer. When local conditions prevent a vertical
separation as described, the following construction shall be used: '
(a) Sewers passing over or under watermains shall be constructed of materials equal to
watermain standards of construction.
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(b) A length of water pipe shall be centered at the point of crossing so that the joints will be
equidistant and as far as possible from the sewer.
' 8.07 VALVES, BOXES, MANHOLES, VAULTS AND FITTINGS
Valves and fittings shall be placed where shown on the plans or as designated by the engineer.
Jointing shall be done as previously specified herein.
Unless otherwise specified or shown on the drawings, cast iron valve boxes shall be installed with all
gate valves eighteen inches (18 ") or smaller and all butterfly valves. Valve boxes shall be firmly
' supported with a valve box adapter to maintain centered and plumb alignment over the wrench nut
of the valve, with box cover one - quarter to one -half inch (1/4" - 1/2 ") below the surface of the
finished pavement or at such other level as may be directed by the engineer.
' All bends, tees, hydrants and plugs shall be securely braced against undisturbed soil using pre -cast
concrete block or poured -in -place concrete thrust blocks. The method of anchorage must be
reviewed and approved by the engineer prior to backfilling. In addition, Mega -lugs shall be installed
at all bends.
8.08 BUILDING SERVICES
Curb stops and boxes shall be installed as shown on the standard plates. The curb stop and box shall
be located 9' inside of the property, unless specified otherwise.
Ties to water services must be provided at the lateral, all vertical and horizontal bends and at right-
' of -way.
Corporation stops shall be tapped into the main only when full of water under pressure. No taps shall
' be made into a dry pipe. Corporation stops shall be turned into the pipe until tight and shall not be
turned back to facilitate having the operating nut on the top
' The copper service lines as placed between the watermains and the curb boxes shall have a
minimum of 7.5 feet of cover except at the goose neck which shall have 6%2 -foot minimum cover.
Therefore, service lines must be placed (incidental to the project) beneath any obstruction which
' would prohibit the required cover if the service line was placed on top of said obstruction. The
method of tunneling under an obstruction shall be approved by the engineer.
Each curb box shall be marked by a steel fence posts located two feet behind the curb box cover.
The top 6 inches of the steel fence post shall be painted blue.
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SECTION 9.00 - BACKFILLING
'
9.01 GENERAL
All excavation in trenches shall be backfilled to the original ground surface or to such grades as
,
specified or shown on the plans. The backfilling shall begin as soon as practicable after the pipe has
been placed. Prior to any backfilling, the excavation shall be cleaned of all trash, debris, organic
material, and other undesirable material.
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9.02 BACKFE L PROCEDURE AT PIPE ZONE
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Backfilling and compacting shall be done as thoroughly as possible so as to prevent after settlement.
Depositing of the backfill shall be done so the shock of falling material will not injure the pipe or
structures. Grading over and around all parts of the work shall be done as directed by the engineer.
All watermain pipe shall be installed in accordance with Standard Detail Plate No. 2203A and
bedded in a granular material meeting the requirements of MnDOT specification 3140.2A Granular
Borrow in which all shall pass a three - quarters inch (3/4 ") sieve and not more than 20% shall pass a
#200 sieve. Embedment materials shall be compacted in six -inch (6 ") lifts to a point twelve inches
(12 ") above the pipe and to a density of at least 95% of standard proctor density as described by
ASTM methods D698. All embedment materials shall be tested for compliance with the above
specification and test results shall be supplied to the Engineer. If materials are purchased, weight
slips should also be provided.
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9.03 BACKFILL PROCEDURE ABOVE THE PIPE ZONE
Unless otherwise specified, suitable backfill material shall be furnished an the following backfill
'
procedures shall apply and be used above the pipe zone to either the existing surface elevation or
design grade, as specified, with the cost of such considered incidental to the installation of the pipe
unless specified for a particular section of the project by the special provisions and/or plans, or
'
allowed in writing by the engineer, and a unit price has been established.
All trenches shall be backfilled to obtain the necessary compaction, with the lift thickness as
required, dependent upon type of roller. The backfill material shall be compacted to 95% of the
standard moisture density relationship of soils (ASTM D698 -70) except the top three feet (3') of the
trench which shall be compacted to 100% density. Moisture content of these soils shall be within a ,
range of f 3% of optimum moisture content. If the existing moisture content of the backfill material
below three feet of subgrade is greater than 3 percentage points above the optimum moisture
content, the soil shall be compacted to a minimum density of 3 pounds per cubic feet less than the ,
standard Proctor curve at that moisture content. At no time shall the density be less than 90 percent
of the standard Proctor density. This modification of the compaction specification shall at no time
be used or applied to the upper 3 feet of the subgrade or the aggregate base. In the event the '
contractor fails to meet these compaction requirements, corrective measures such as
spreading/discing /farming, etc. shall be implemented or the contractor may elect to replace backfill
with a more suitable material taken from another source. All of these corrective measures shall be at
the contractor's expense.
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Any settlement greater than one inch (1 ") as measured with a string line from one edge of the
settlement to the other within the warranty period of this contract shall be considered failure of the
' mechanical compaction and all street surfaces, driveways, boulevard and ditch areas shall be
repaired by the contractor at no cost to the city.
Under state or county highways and road, the contractor shall obtain the necessary permits at his/her
expense after commencing and type of work upon a state or county highway or roadway. All such
work, especially backfilling, shall conform to state and county standards and specifications.
' 9.04 DISPOSAL OF EXCESS MATERIALS AND DEBRIS
Unless otherwise specified, excavated material either not suitable or not required for fill material
shall be disposed of by the contractor outside of the right -of -way at his/her expense in any manner
s/he may elect subject to the provisions of the following paragraph.
' Before dumping such materials or debris on a private or public land, the contractor must obtain from
the owner of such land written permission for such dumping and a waiver of all claims against the
owner for any damage to such land which may result therefrom together with all permits required by
' law for such dumping. A copy of such permission, waiver of claims and permits shall be filed with
the engineer before said disposal is made.
' In addition, be advised City Ordinance may require the property owner apply and receive a grading
permit prior to any earthwork activities commencing.
' 9.05 FELL MATERIAL
Normal, allowable "fill material' used in backfilling outside of the pipe encasement shall be sand,
' gravel, or clay, free from pieces of rock, concrete or clay lumps more than one -third cubic foot in
volume, roots, stumps, organic soil, vegetation, tin cans, rubbish, frozen materials, and similar
articles and substances whose presence in the backfill would cause excessive settlement. In that
' portion of the backfill which is within six inches (6 ") of a road subgrade, there shall be no stones
which will be retained on a three -inch (3 ") sieve.
9.06 DENSITY TESTS
Density tests will be performed by an approved soils testing firm at various locations and depths
' throughout the project as directed by the engineer. The contractor shall cooperate fully and provide
assistance as necessary to complete these tests with no additional compensation being made to the
contractor. A minimum of one test at an elevation approximately two feet above the top of pipe, one
' test in the top three feet and one test at an intermediate elevation per 100 feet of pipe. A minimum
of 50% of the individual water and sewer service trenches shall be tested at elevations listed above.
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SECTION 10.00 - TESTING AND DISINFECTING MAINS
10.01 PRESSURE TESTING '
All watermain including fittings, valves, services and hydrants shall be tested in accordance with and '
shall meet the requirements set forth in American Water Works Association (A.W.W.A.)
Specifications C600, latest revision.
The contractor shall have the option of using an alternative testing procedure as identified below:
After the pipe has been laid including fittings, valves, hydrants, and service and the line has been
backfilled in accordance with these specifications, all newly laid pipe, or any valved section thereof,
unless otherwise directed by the engineer, shall be subjected to a hydrostatic pressure of 150 pounds
per square inch. The duration of each such test shall be two (2) hours. The allowable pressure drop '
shall not exceed one (1) PSI in the said two (2) hour period.
Each valved section of pipe shall be slowly filled with water and the specified test pressure, '
measured at the lowest point of elevation, shall be applied by means of a pump connected to the pipe
in a satisfactory manner. The pump, pipe connection, gauges and all necessary apparatus shall be
furnished by the contractor. Gauges and measuring devices must meet with the approval of the ,
engineer and the necessary pipe taps made as directed. Before applying the specified test pressure,
all air shall be expelled from pipe. To accomplish this, taps shall be made, if necessary, at points of
highest elevations, and afterward tightly plugged.
Each valved section shall be subjected to the pressure test and, if required, the leakage test
prescribed herein. Testing for the two hour duration shall be with hydrants closed, and valves on '
hydrant leads and dead end water lines open. Once this portion of the test is completed, the valve on
the hydrant leads and dead end water lines shall be closed, and hydrants opened. The specified test
pressure shall be applied, and the test repeated for 15 minutes to establish the condition of the '
hydrant lead valves. This shall apply to both the pressure and leakage test.
When tying into existing watermain system, the contractor shall be responsible for pressure testing '
from the point of starting the new watermain and including all newly constructed pipe and valves. If
the contractor elects to test the existing watermain, the City will not be responsible for any testing
costs if the existing watermain is the cause of any failing tests. '
Any cracked or defective pipes, fittings, valves or hydrants discovered in consequence of the
pressure test shall be removed and replaced by the contractor with sound material in the manner
provided and the shall be repeated until satisfactory to the engineer.
The pressure gauge for the tests shall be an Ashcroft Model 1082 with a 4% -inch dial face with one
(1) psi increments or approved equal. ,
10.02 DISINFECTING MAINS AND TEMPORARY WATER SERVICES
After completion of the installation and testing, the contractor shall disinfect the new pipe, valves
' and fittings as described in A.W.W.A. Specification No. C651 -05 which supersedes A.W.W.A.
Standard C601, by use of the continuous feed method. The contractor may elect to use the tablet
method which is generally described as follows:
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The contractor shall place hypochlorite tablets in each section of pipe and also in hydrants, hydrant
branches and other appurtenances during construction. The tablets shall be attached to the top of the
pipe with an adhesive of hot tar or "Permatex" No. 2 gasket cement, or other approved material.
When the installation has been completed, the main shall be filled (after a 48 -hour notice and
receiving permission from the City's Utility Superintendent or his/her assigned representative) with
water at a velocity of less than one foot (F) per second. This water shall remain in the pipe for at
least 24 hours. After the 24 hour retention period, the heavily chlorinated water shall be flushed
from the main until the chlorine concentration in the water leaving the main is less than 1 ppm.
Tests are required to determine chlorine residual at the end of the 24 -hour retention period and after
flushing to ascertain that the heavily chlorinated water has been removed from the pipeline. At the
end of the 24 -hour retention period, the main shall contain not less than 10 ppm chlorine prior to
placing the main in service. The contractor shall contact the Chanhassen Utility Superintendent for
collection and testing of water samples. The contractor shall notify the Utility Superintendent 48
hours in advance to request such operation. All costs associated with testing shall be the
responsibility of the contractor. The watermain shall remain turned off until passing bacterial test
results are received by the City. The City Utility Department will then turn on the water system for
public use.
The number of tablets required per 18 -foot length of pipe based on three and three quarters (3 -3/4)
grain available chlorine per tablet is as follows:
Diameter No. of Tablets
4" 1
6 2
8 3
10" 4
12" 5
Diameter No. of Tablets
16" 9
18" 12
20" 14
24" 20
' Only fresh disinfectants shall be used and the main filled with water and flushed not later than one
week after the disinfectant has been added. The water (containing chlorine) shall be left in the pipe,
being disinfected, for a minimum of twenty -four (24) hours.
10.03 ELECTRICAL CONDUCTIVITY TEST
' Conductivity test shall be performed on all D.I.P. mains after they have been pressure tested and are
full of water at normal operating pressure. A direct current of 350 amps shall be passed through the
line for five minutes. Current flow shall be measured continuously on a suitable ampmeter and shall
35
remain steady without interruption or excessive fluctuation throughout the period. Insufficient
current or wide fluctuations of ammeter needle shall be evidence of defective conductivity which '
shall be isolated, corrected and retested. The connection for the conductivity shall be made either to
a gate valve or to the hydrant barrel. Connections shall not be made to any operating mechanism of
the hydrant. ,
Acceptable equipment for the test shall be arc welding machines with adequate sized cables to carry
the test current without voltage drop or overheating. Conductivity test shall be carried out in the '
presence of the engineer or his/her duly authorized agent. Caution shall be exercised at all times
when working with electrical equipment and wires during the conductivity test.
10.04 TRACE WIRE TEST - PVC WATERMAIN
The contractor shall perform a conductivity test on all trace wire prior to the acceptance of the water
system. This test may be performed by either hiring an acceptable underground utility locating firm
to physically locate the trace wire in the presence of a city representative or via low voltage circuit
completed with the use of a suitable voltage source and meter to ensure continuity of the trace wire. '
In the event that a closed clamp circuit cannot be completed or difficulties with the locating or test
arise, the cause shall be isolated and corrected. Thereafter, the section in which the defective test I
occurred shall be re- tested as a unit and shall meet the requirements.
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SECTION 11.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE
11.01 RESTORATION OF SURFACE
All surfaces disturbed during the construction period including adjacent streets used to access the
site, whether caused by actual excavation, deposition of excavated material, or by the construction
equipment, shall be returned to its original conditions or better. Exceptions to the above, if any, or
special instructions pertaining to any particular section of the project will be outlined in the "Special
Provisions ". Any excess dirt shall be removed by the contractor in accordance with Section 9.04 of
these specifications.
11.02 DUST CONTROL DURING CONSTRUCTION
The contractor shall at his/her own expense maintain dust control as necessary and in a manner
satisfactory to the engineer until final acceptance of the project or until restoration has been
completed.
11.03 MAILBOX RESTORATION
The contractor, at his/her expense, shall replace and restore mailboxes disturbed by the work.
11.04 MAINTENANCE OF STREETS UNTIL SURFACED
After backfilling according to the above specifications, the contractor shall maintain the streets as
required and blade as necessary to provide a passable surface for traffic until the surfacing is
completed or to the date of final acceptance.
11.05 CLEAN UP
Surplus pipe material, tools, and temporary structures shall be removed by the contractor and all dirt
and/or rubbish caused by his/her operations and excess earth from excavations shall be hauled to a
dump provided by the contractor, and the construction site shall be left in a condition satisfactory to
the engineer.
11.06 GUARANTEE
The contractor shall be held responsible for any and all defects in workmanship and materials which
may develop in any part of the entire installation furnished by him and upon written notice from the
engineer shall immediately replace and make good, without expense to the owner, any such faulty
part or parts and damage done by reason of same, during the warranty period as prescribed by the
conditions of the contract.
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11.07 FAILURE TO REPLACE DEFECTIVE PARTS
Should the contractor fail to make good the defective parts within a period of thirty (30) days of such '
notification, after written notice has been given him, the owner may replace these parts, charging the
expense of the same to the contractor. '
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' SECTION 12.00 - TURF ESTABLISHMENT
12.01 GENERAL
' All turf establishment shall be in accordance with Section 4.14, Turf Establishment, of the street
specifications which is included as part of this standard specification.
1 39
SECTION 13.00 - METHOD OF PAYMENT
The work shall be measured and the compensation determined in the following manner: '
13.01 WATERMAIN PIPE
Watermain pipe will be paid for at the contract price per lineal foot for each diameter of pipe
furnished, which shall include the cost of furnishing the pipe, rubber gasket, joints, insulation and '
other material and of delivering, handling, laying, trenching, backfilling, testing, disinfecting, and all
material or work necessary to install the pipe complete in place at the depth above specified.
The length of the pipe for which payment is made shall be the actual overall length measured along '
the axis of the pipe without regard to intervening valves or specials.
Lengths of branches will be measured from the centers of connecting pipes to center of valves or '
hydrants. All lengths will be measured in a horizontal plain unless the grade of the pipe is more than
15 %. '
13.02 COMPACT DUCTILE IRON FITTINGS
Ductile iron fittings shall be class 350 for sizes up to and including twelve inches (12 ") in diameter '
and shall conform to AWWA Specification C153 covering compact fitting. Ductile iron fittings
shall be measured by weight in pounds (kilograms) according to the published weights of ,
mechanical joint fittings as listed in the following table. Retainer glands shall be incidental to the
fitting installation.
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MJ TEES
MJ -MJ REDUCERS
MJ PLUGS
Run*
Branch*
Weight -Lb /Kg
Size*
Weight -Lb /Kg
Size*
Weight -Lb /Kg
4
4
32/14.5
6 x 4
24/10.9
4
15/6.8
6
4
46/20.9
8 x 4
32/14.5
6
25/11.3
6
56/25.4
8 x 6
36/16.3
8
45/20.4
8
4
60/27.2
10 x 4
46/20.9
10
65/29.5
6
72/32.7
10 x 6
47/21.3
12
85/38.6
8
86/39.0
10 x 8
50/22.7
16
150/68.0
10
4
78/35.4
12 x 4
58/26.3
20
215/97.5
6
90/40.8
12 x 6
60/27.2
24
350/158.8
8
105/47.6
12 x 8
60/27.2
MJ CROSSES
10
120/54.4
12 x 10
64/29.0
Size*
Weight -Lb /Kg
12
4
94/42.6
16 x 6
124/56.2
4 x 4
40/18.1
6
110/49.9
16 x 8
124/56.2
6 x 4
62/28.1
8
125/56.7
16 x 10
124/56.2
6 x 6
80/36.3
10
140/63.5
16 x 12
124/56.2
8 x 6
108/49.0
12
160/72.6
20 x 10
220/99.8
8 x 8
105/47.6
16
6
228/103.4
20 x 12
205/93.0
12 x 8
162/73.5
8
248/112.5
20 x 16
200/90.7
12x 12
215/97.5
10
264/119.7
24 x 12
305/138.3
16 x 16
385/174.6
12
280/127.0
24 x 16
320/145.1
14
316/143.3
24 x 20
300/136.1
16
322/146.1
MJ -MJ BENDS
20
6
315/142.9
Size*
Weight -Lb /Kg
20
8
345/156.5
90E
45E
222E
113E
10
370/167.8
4
27/12.2
23/10.4
18/8.2
16/7.3
20
12
395/179.2
6
39/17.7
32/14.5
32/14.5
30/13.6
16
465/210.9
8
57/25.9
46/20.9
46/20.9
42/19.1
20
535/242.7
10
89/40.4
70/31.8
64/29.0
58/26.3
24
6
415/188.2
12
408/49.0
86/39.0
84/38.1
74/33.6
8
445/201.8
16
264/119.7
202/91.6
178/80.7
158171.7
10
470/213.2
20
400/181.4
305/138.3
310/140.6
245/111.1
12
500/226.8
24
565/256.3
405/183.7
412/186.9
315/142.9
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13.03 HYDRANTS
Hydrants will be paid for at the contract unit price per hydrant installed complete with drainage pit,
gravel, concrete base, and bracing. Hydrant extensions will be paid for at the contract unit price per
lineal foot, where specified by the engineer. The unit price for the hydrant does not include the
auxiliary hydrant valve which shall be paid for under another item of these specifications, unless
they are combined in the bid proposal.
13.04 VALVES AND BOXES
Valves, boxes, and valve adapters (including extensions or valve stem risers) will be paid for at the
contract unit price bid for each size valve and box furnished and installed complete.
13.05 COPPER WATER SERVICE PIPE
Copper water service pipe will be paid for at the contract unit price per lineal foot, for each diameter
of pipe furnished, measured from the centerline of pipe to the centerline of curb box. The unit price
shall include all pipe, fittings, laying, excavation, backfilling, insulating and testing.
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13.06 CORPORATION COCKS
Corporation cocks will be paid for at the contract unit price for each size furnished and installed and
shall include the saddle where required and the tap or connection to the watermain.
13.07 SERVICE SADDLES
Service saddles shall be considered incidental to the corporation cocks as per section 14.06.
13.08 CURB STOPS AND BOXES
Curb stops, boxes and extensions will be paid for at the contract unit price for each size furnished
and installed and shall include necessary fill when required.
13.09 AIR RELIEF MANHOLES
Air relief manholes will be paid for at the contract unit price per manhole installed complete as
detailed including corporation cock.
13.10 PILING
Piling up to 20 feet long including caps shall be paid for at the contract unit price for each single pile
bent in place. No additional payment will be made for cradles.
Any piling required over 20 feet in length shall be paid for as excess length of piling. Cut off lengths
will not be paid.
Double pile bents shall be paid for according to the length of each individual pile. There shall be no
additional compensation for lumber or hardware used to tie the piles together.
13.11 SPECIAL CONDITIONS
Material used for refilling to pipe foundation grade to assure firm foundation for pipe shall be paid
for at the contract unit price per ton in place. No foundation material will be paid for that is installed
without the knowledge or consent of the engineer nor will payment be made for rock installed only
for dewatering purposes. Payment shall include cost of excavation and placement.
13.12 SPECIAL SECTIONS
Special sections will be paid for at the contract price on a lump sum basis for all work and material
necessary for the complete installation of construction.
13.13 SHEETING ORDERED LEFT IN PLACE
Sheeting ordered left in place shall be paid for at the contract unit price per 1000 board feet.
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13.14 JACKING
Payment for jacking will be paid for at the contract unit price per lineal foot. Watermain used in
jacking will be paid separately at bid unit prices for that diameter watermain.
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LANDSCAPE SPECIFICATIONS
TABLE OF CONTENTS
Page
1.00 DESCRIPTION (2571.1) ........................................................................ ..............................1
2.00 MATERIALS ( 2571. 2) ............................................................................ ..............................2
3.00 CONSTRUCTION REQUIREMENTS (2571.3) ................................. ..............................6
4.00 METHOD OF MEASUREMENT (2571.4) ......................................... .............................22
5.00 BASIS OF PAYMENT .......................................................................... .............................23
i
SECTION 1.00 - DESCRIPTION (2571.1)
This work consists of furnishing and planting trees, shrubs, vines, and perennials of the species,
variety, grade, size, or age, and root category specified, complete in place at the locations
designated in the Plan or as directed by the Engineer. It may also consist of planting or
transplanting plants furnished by the Owner.
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SECTION 2.00 - MATERIALS (2571.2)
A Nursery Plant Stock ......................................................... ..........................MnDOT - 3861
Plants of the species specified shall be furnished in the variety, grade, and size, or age indicated.
Al Supply of Planting Stock
By submitting a Proposal and accepting award of the Contract, the Contractor acknowledges
investigation of the supply of planting stock, obtaining of firm commitments from suppliers, and
assurance of delivery of the specified plant stock as required for completion of the Contract. The
Contractor shall present a list of suppliers and the materials to be furnished by each of them at or
prior to the Preconstruction Conference.
A2 Plant Stock Documentation
As a condition for delivery and approval of the plant stock, the Contractor shall furnish the
Engineer with:
(a) Copies of a valid nursery stock (dealer or grower) certificate registered with the
Minnesota Department of Agriculture.
(b) A Certificate of Compliance.
(c) A Certificate of Nursery Inspection from a state or provincial department of agriculture.
(d) The Contractor shall verify whether or not nursery vendors are under a Gypsy Moth
Compliance Agreement between the Minnesota Department of Agriculture (MDA) and
the U.S. Department of Agriculture or under MDA Japanese Beetle or MDA Emerald
Ash Borer Quarantines. All plant material shipped from nursery vendors subject to
quarantines must be accompanied by a current Certificate of Compliance for gypsy moth,
Japanese beetle and Emerald Ash Borer. To determine if vendors are subject to
quarantines, call the MDA Supervisor of Plant Regulatory Services at 296 -8388.
(e) Invoices.
(f) Bills of lading for all plant stock delivered to the Project.
These certificates shall state that the plants are in conformance with the requirements and were
consistently grown and cultivated within the boundaries shown on the Plant Hardiness Zone map
included in the Plan. The Certificate of Compliance shall state the species, sizes, quantities
furnished, and name and location of the original source (nursery growing operation), in
accordance with Section 6.00 of the General Provisions.
The Contractor shall not start planting operations until the Engineer has reviewed and accepted
the required documentation. Work performed with plants that are misrepresented on the
2
certificates will be considered as unauthorized work. The Certificate of Compliance shall be
submitted to the Engineer no later than 1 week prior to the proposed beginning of planting.
A3 Substitutions
Substitutions may be allowed in accordance with Section 6.01 of the General Provisions.
However, the Contractor shall provide written documentation that the specified plant is not
available, from the partial list of nursery stock suppliers provided by the Engineer, and that the
substitute plant meets the Contract requirements. The Engineer may either approve the
substitute plant or extend the Contract time to ensure availability of the specified plant.
B Owner Furnished Stock and Transplant Stock '
Owner furnished stock and transplant stock shall be obtained from sources designated in the Plan
or Special Provisions.
C Incidental Materials I
C1 Soil Amendments
The Contractor may use soil amendments to modify the physical or chemical properties of the
soil to enhance plant growth whether specified or not. The Owner will not pay for these soil
amendments unless the Contractor can demonstrate that unspecified amendments are absolutely
necessary to ensure plant growth and survival. The Contractor shall submit soil tests, analysis,
and recommendations that support the need for the amendments and for compensation based
upon the submitted information.
Cla Select Topsoil Borrow .................................................. ............................... MnDOT - 3877
ClbAgricultural
Lime ......................................................... ............................... MnDOT - 3879
Clc
Blank
CldPeat
Moss ...................................................................... ............................... MnDOT - 3880
CleFertilizer
ClfCompost
........................................................................ ............................... MnDOT - 3881
........................................................................ ............................... MnDOT - 3890
C 1 g
Iron Sulfate
Iron sulfate, used to lower pH, shall be ferric sulfate or ferrous sulfate in pellet or granular form
containing
not less than 18.5 percent iron expressed as metallic iron. Acceptance will be on the
basis of information contained on the product label.
C 1 h Activated Charcoal
When activated charcoal is used to neutralize or deactivate residual organic pesticide or chemical
contaminants in the soil, the Contractor shall use ordinary charcoal, finely ground to increase
absorptive surfaces, and electrically charged to attract the molecules or organic chemicals. The
Engineer will accept the charcoal on the basis of information provided by the product label and
manufacturer's recommendations.
I
Cli Blank
Clj Porous ceramics and hydrophilic absorbing polymers, used to modify the physical
characteristics of poor soils by balancing or managing water and oxygen in the soil will
be accepted based on the information provided by the product label and the
manufacturer's recommendations.
I C2 Water
Water shall be free of oil, acids, alkalis, salts, and other substances harmful to plants. Water
suitable for human consumption will be acceptable without testing. Water from streams and
lakes shall not be used without the Engineer's approval. When the Engineer requires testing, an
approved testing laboratory shall perform the tests at no expense to the Owner.
C3Mulch, Type 6 ............................................................... ............................... MnDOT - 3882
C4 Rodent Protection
Rodent protection consists of .25 -inch (6 -mm) grid welded and galvanized wire mesh (hardware
' cloth) formed in a double layered 15 -inch (375 -mm) diameter cylinder. The Contractor shall
place and secure the rodent protection with a lby 1 -inch (25 by 25 -mm) heartwood white oak
stake to the height shown in the Plan.
' C5 Wound Dressing
'J
Wound Dressing material consists of asphalt base tree paint or other acceptable material suitable
for application by brushing on bruised or cut surfaces of plants.
C6 Tree Painting
Tree paint consists of undiluted exterior grade white latex base paint, as approved by the
Engineer, for use as a protective coating to prevent winter injury on tree trunks.
C7 Staking and Guying
Staking and guying shall be as shown in the Plan. Posts and straps shall be uniform in style and
color. The guying straps shall be non - abrasive to the tree and provide equal tension through the
length and width of the straps.
C8 Seedling Tree Shelters
Shelters for seedling trees shall be from the approved list that is on file with the MnDOT
Landscape Unit. The shelter shall be a seamless, extruded, twin -wall, rigid copolymer
polypropylene tube. The shelter material shall be beige in color and 30 to 40 percent translucent
while being resistant to decomposition from sunlight for a minimum of 5 years. The shelter shall
have a flared top rim, formed state recess, photo degradable mesh sleeve covering, and height
4
and diameter as shown in the Plan. The Contractor shall install the shelters with 1 by 1 -inch (25
by 25 -mm) heartwood white oak stakes as shown in the Plan.
C9 Replacements
Replacements consist of plants or incidental materials required to replace dead, defective or
missing plants and incidental materials. Quality of replacements shall be equal to or better than
the initially specified material.
CIO Miscellaneous Materials and Equipment
Miscellaneous materials and equipment consists of preparatory work, staking items, herbicides,
insecticides, fungicides, and equipment necessary to install plants as specified and maintain
plants in healthy and vigorous conditions, free from weed encroachment.
5
SECTION 3.00 - CONSTRUCTION REQUIREMENTS (2571.3)
A General
The Contractor shall conduct temporary vegetation protection measures in accordance with
Section 4.12 of the Street Specifications as incidental work. However, the Owner will make
payment for protection of specimen, high value, threatened, or endangered vegetation when a bid
item is indicated in the Plan.
The Contractor shall conduct temporary erosion control measures in accordance with Section
4.13 of the Street Specifications as incidental work. The Contractor will not receive
compensation for restoring areas damaged by erosion, sedimentation, and other causes when the
damage results from the Contractor's operations, neglect, or failure to implement adequate
temporary erosion control measures. However, the Owner will make payment for prevention of
serious erosion and sedimentation when a bid item is indicated in the Plan or when the damage is
not the result of Contractor's neglect or operations.
A Certified Landscape Specialist shall perform or directly supervise the installation and
establishment of plants, together with all other incidental work. The specialist shall have at least
' 2 years of landscaping experience. The Contractor shall provide experienced crews working
under the direct supervision of the certified specialist. The certification is obtained by
completing a 1 -day MnDOT Landscape Project Installation, Inspection, and Administration
training class provided by the MnDOT Landscape Unit. The certification is valid for 3 years.
Al Definitions
Ala Preparatory Work
Preparatory work involves:
(1) Securing commitments for the required materials and equipment.
' (2) Developing a progress schedule and obtaining the Engineer's approval.
(3) Mobilizing for plant installation, including the moving of equipment and supplies to the
Project site.
(4) Protecting or staying away from existing plants in accordance with Section 7.13 of the
General Provisions and Section 4.12 of the Street Specifications during mobilization.
The Contractor shall obtain the Engineer's approval before moving supplies to the Project site
for later planting operations including mulch and other incidental items.
Alb Preparation of Planting Holes and Beds
' The preparation of planting holes and beds involves:
' 6
(1) Layout staking of planting beds and isolated plant locations.
(2) Applying herbicide and conducting other weed control procedures.
(3) Cultivating the soil and incorporating amendments or materials to improve soil properties
and drainage.
(4) Providing temporary erosion control measures.
A 1 c Initial Planting Operations
The initial planting operations involve acceptably:
(1) Digging planting holes.
(2) Installing plants.
(3) Conducting initial watering.
(4) Mulching.
(5) Protecting plants: including placing rodent guards, staking and guying plants, painting
trees, installing seedling tree shelters, and conducting continuous weed control.
(6) Cleaning up the planting site.
(7) Conducting repair of the planting site.
The Plant establishment period does not begin until all of the initial planting operations are
completed and approved by the Engineer.
Ald Blank
Ale Plant Establishment Period
The plant establishment period is 2 calendar years from the date all of the initial planting
operations on the Project are completed and approve, unless specified otherwise. The work
during this period of time involves watering, weed control, turf maintenance, replacement of
unacceptable material and plants, and other incidental plant care necessary to protect and
establish plants. Turf maintenance includes the prevention or repair of rutting and other damage
that may lead to soil erosion and weed infestation.
A2 Plant Layout
The planting locations and layouts shown in the plan are approximate. The Contractor shall
stake the exact locations and layout for approval by the Engineer. In order to remedy localized
problems and seasonal conditions that may hinder the establishment of plants according to the
7
(a) between a sidewalk or trail and a public street unless directed to do so by the Engineer.
A3 Quality and Size
All single stem trees shall be balled and burlapped stock, and of average specified caliper.
Multiple stem plants shall have at least three stems /plants and of average specified height.
' A4 Start of Operations
The Contractor shall not start planting hole or bed preparations, planting operations, or delivery
of planting stock to the Project site until the Engineer determines that weather and soil
conditions are suitable for such work and are in accordance with the dates shown in the Contract.
' The Contractor shall not start planting operations until the documentation requirements of
Section 2.00 (2571.2) have been met.
' A5 Notices by Contractor
The Contractor shall notify the Engineer at least 3 days prior to the planned delivery date of
planting stock and replacement planting stock to the Project to allow for proper inspection.
' The Contractor shall notify the Engineer at least 24 hours in advance of beginning and of
changing planting hole and bed preparations, plant installation, and establishment operations,
including layout staking, clearing, weed spraying, material deliveries, soil cultivation, planting,
watering, mulching, plant protection, dead plant removal, weeding, cleanup, and restoration
work.
The Contractor shall give the notice in writing unless otherwise designated by the Engineer.
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species and locations specified, the Contractor may request approval to relocate plantings, to
make plant substitutions, or to modify soil or drainage characteristics.
'
The Contractor shall locate tree plantings:
(a) - thirty (30) feet from any other tree for shade trees, twenty -five (25) feet from any other
tree for ornamentals.
- one (1) foot from property line or right -of -way line.
- fifteen (15) feet from driveways or approach sidewalks.
- not in conflict with underground utilities.
- an ornamental if overhead power lines are present.
(b) So that a minimum sight distance of 1,200 feet (360 m) exists in front of all traffic signs
and extends 50 feet (15 m) beyond the sign.
(c) Outside of the clear zones and sight lines shown in the Plan.
'
The Contractor shall not locate tree plantings:
(a) between a sidewalk or trail and a public street unless directed to do so by the Engineer.
A3 Quality and Size
All single stem trees shall be balled and burlapped stock, and of average specified caliper.
Multiple stem plants shall have at least three stems /plants and of average specified height.
' A4 Start of Operations
The Contractor shall not start planting hole or bed preparations, planting operations, or delivery
of planting stock to the Project site until the Engineer determines that weather and soil
conditions are suitable for such work and are in accordance with the dates shown in the Contract.
' The Contractor shall not start planting operations until the documentation requirements of
Section 2.00 (2571.2) have been met.
' A5 Notices by Contractor
The Contractor shall notify the Engineer at least 3 days prior to the planned delivery date of
planting stock and replacement planting stock to the Project to allow for proper inspection.
' The Contractor shall notify the Engineer at least 24 hours in advance of beginning and of
changing planting hole and bed preparations, plant installation, and establishment operations,
including layout staking, clearing, weed spraying, material deliveries, soil cultivation, planting,
watering, mulching, plant protection, dead plant removal, weeding, cleanup, and restoration
work.
The Contractor shall give the notice in writing unless otherwise designated by the Engineer.
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A6 Unauthorized Work
The Engineer will consider work performed with uncertified plant stock, without plant stock '
documentation, without landscape specialist certification, without notification, or in conflict with
the working hours of Section 7.02 of the General Provisions as unauthorized work.
A7 Equipment Required
The Contractor shall have on the Project at all times at least:
(a) One portable compaction tester capable of measuring compaction in the soil to a
minimum depth of 1 foot (300 mm).
(b) One soil recovery probe. I
(c) Three calipers with measurement readings in inches.
(d) One portable soil moisture meter or tensiometer capable of measuring soil moisture in
root zones to a minimum depth of 1 foot (300 mm).
(e) One rain gauge per kilometer of Project.
B Preparing Planting Holes and Planting Beds '
The Contractor shall conform to Section 5.12 of the General Provisions before cultivating soil or
excavating holes on the Project.
B 1 Weed Control
The Contractor shall control undesirable turf and weed growth by one or both of the following
methods or by alternative methods approved by the Engineer.
B 1 a Herbicide Application Method '
Before cultivating isolated plant locations and plant beds, the Contractor may kill turf and weed
growth within the areas that will receive mulch by using a non - selective, non - residual post '
emergence herbicide containing 41 percent glyphosate as the active ingredient. The Contractor
shall submit labels of intended herbicides to the Engineer for review and approval at least 3 days
prior the date of application. The application shall be performed in accordance with
manufacturer's recommendations by crews experienced and licensed in the use of chemical
pesticides by the Minnesota Department of Agriculture. After evidence of vegetation kill, the
Contractor shall mow the dead vegetation to a maximum height of 2 inches (50 mm). Post ,
emergence herbicide shall be applied to actively growing, dry vegetation. The application shall
be made in August or September preceding fall or spring planting, or in May if August or
September application is not possible. If measurable precipitation should occur within 6 hours '
after spraying, the Contractor shall re -spray the affected areas.
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B lb Cultivate -Fallow -Disk Method
After mowing the planting area to a maximum height of 2 inches (50 mm), the Contractor may:
' (1) Deep cultivate the planting areas to a minimum depth of 10 inches (250 mm) in late
summer or early fall.
(2) Disk or till the planting areas to a depth of 3 inches (75 mm) or less in the spring.
B2 Planting Hole and Bed Cultivation
' B2a Loosening and Tilling Soil
After the finished grading has been completed, the Contractor shall:
(1) Prepare planting holes by digging the holes 2 -3 times as wide as the root ball or
container.
(2) Cultivate planting holes and beds by thoroughly loosening and tilling the soil to a
minimum depth of 10 inches (250 mm), as measured from the finished grade elevation of
the soil.
(3) Thoroughly incorporate and mix the required soil amendments into the 10 -inch (250 -mm)
depth of soil.
(4) Loosen planting areas until compaction tester readings are less than 200 pounds per
square inch (1400kPa).
132b Planting Soil
' Planting soil for planting holes and beds shall consist of 2 inches (50 mm) of Grade 2 compost
placed and thoroughly mixed with the existing soils to obtain a uniform planting soil mixture for
at least a depth of 10 inches (250 mm). This mixture shall be excavated when planting holes are
dug and then replaced as backfill for all planting holes.
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B2c Competence Test
The Contractor shall demonstrate competence to the Engineer by completing the cultivation and
'
incorporation of soil amendments in one planting bed and in one isolated tree planting location.
After obtaining approval by the Engineer that the equipment and methods are sufficient to
perform the work, the Contractor may continue the planting hole and bed cultivation operations.
B2d Wet Soils, Rock, and Debris
If excessively wet soils, bedrock, or excessive quantities of boulders and construction debris are
'
encountered, the Contractor shall reconfigure, relocate, or delete the affected planting areas as
approved by the Engineer.
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132e Temporary Erosion Control
The Contractor shall employ temporary erosion prevention methods in cultivated planting hole
and bed areas when necessary and to the satisfaction of the Engineer.
132f General '
If hardpan layers or compacted soil layers are exposed below the normal planting depth, the
Engineer may require an additional deep ripping or other measures to ensure proper root
development and drainage. Such approved work will be paid for as Extra Work.
If it becomes evident that the Contractor's operation is causing compaction of the planting soil,
the Engineer will require additional cultivation or rototilling to re- aerate and loosen the affected
planting soil.
Planting hole cultivation will not be required for machine (hydraulic spade) transplanted stock.
The Contractor shall not stockpile soil, compost, or other materials on the Project until approval
is given by the Engineer.
If the Contractor wishes to place woodchip mulch in prepared planting areas as temporary
erosion control prior to planting and the Engineer approves of the proposed work; the woodchip
mulch must be raked off all prepared planting areas prior to digging planting holes. Woodchip
mulch that is contaminated with soil must be removed from the Project. Planting holes
contaminated with woodchip mulch will not be accepted.
C Delivery and Storage of Plants
Plant stock shall be installed on the day of delivery to the Project site unless properly stored.
Plants may be stored on the Project site in a refrigerated storage truck or by other storage
'
methods approved by the Engineer that prevent damage to plants from exposure to drying winds,
sun, heat, low humidity, or freezing. After being dug and until planted, the roots of all plants
shall be kept covered with a suitable moisture- holding material such as straw, saw dust, moss, or
soil, and this material shall be kept continuously moist except during freezing weather. Prior to
planting, plants shall be stored out of the direct sunlight and with adequate ventilation. Plants
shall be protected from drying winds and freezing until planted.
Those plants that cannot be planted on the day of delivery shall be temporarily stored by
"heeling -in" or by placing them in a well ventilated, cool, moist storage place.
,
When heeling -in bare root plants, the roots shall be buried in moist soil in such a manner that the
roots will be completely covered, leaving no air space. Heeled -in plants, whether bare root,
balled and burlapped, or container grown, shall be properly cared for at all times and shall not
remain so stored from one planting season to the next.
Roots of all plants must be protected from freezing at all times prior to planting. If roots become
frozen, the plant will be rejected.
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D Hardiness
All plant materials shall be sufficiently hardy to survive winters in plant hardiness Zone 4 and
shall have been propagated from seed or rootstock originating in plant hardiness Zone 3 or 4 as
depicted on the Plant Hardiness Zone Map of the U.S. Department of Agriculture.
All stock shall have been grown under climatic conditions approximating those in Zone 4 for a
minimum of two years. The name of the supplier or wholesale nursery supplying the plant
materials to the contractor shall be submitted to the City prior to delivery of all nursery stock.
The City reserves the right to reject any plant material not considered to be sufficiently hardy.
E Pruning - Top Growth and Roots
Immediately before planting, the Contract shall prune, as necessary, the roots of all bare root
plants and the top growth of all deciduous plants to the satisfaction of the Engineer. Broken or
badly bruised roots and dry root tips shall be cut back to sound, healthy tissue. Pruning on bare
root (BR) plants and balled and burlapped (B & B) plants shall be limited to the removal of dead,
rubbing, damaged, or diseases branches and unwanted suckers. Additional pruning may be
necessary to improve plant symmetry, structure, and vigor.
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Pruning cuts on all trees shall leave a branch collar (Shigo method) but in no case shall a stub
remain. Pruning shall produce a clean cut in live wood without bruising or tearing the bark.
Where branches are cut back, the cut shall be made at a point beyond the lateral shoot or bud a
distance not less than one -half of the diameter of the supporting branch. All cuts shall be made
on an angle sloping in the direction of the lateral shoot and in no case shall stubs be left.
In the case of trees with multiple stem leaders rather than a dominant central leader, the leader
that will best promote the symmetry of the tree shall be preserved and the remainder shall be
removed or cut back so they will not compete with the selected leader. Surrounding top
branches shall be cut back in conformance with the leader trimming to suppress competition with
the selected leader. Deciduous shrubs shall be pruned to form a loose outline conforming to
normal shape, with entire canes being removed where they are too thick.
All pruning of the plants shall be done at the Project site prior to planting. The use of hedge
shears, pole shears, or anvil action pruners for pruning plants will not be permitted. Pruning
saws or bypass scissors type pruners shall be used for all pruning.
Between April 15 and July 1, all cut surfaces on oak, elm, crabapple, and hawthorn trees shall be
immediately treated with tree wound dressing to minimize the potential for entry of insect and
disease organisms. It is recommended that pruning for these species be done outside of the
aforementioned time period.
Evergreen trees and shrubs shall be pruned only to the extent of removing damaged growth or a
competing leader, except where clipping of hedges is require.
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F Installation of Plants
F1 General '
The Contractor:
(a) Shall dig planting holes to the configuration and minimum dimensions shown in the Plan.
(b) Shall obtain the Engineer's approval of the planting holes before plants are installed.
(c) Shall provide adequate drainage where planting holes and beds are dug in heavy clay or
impervious soils and a percolation rate of at least .5 inch (12 mm) per hour is not
observed after partially filling presaturated test holes with water.
(d) May: ,
(1) Raise the level of the planting area,
(2) Install a granular filter arrangement,
(3) Install a tile drainage system, or I
(4) Construct a combination of these features as shown on the Plan and approved by
the Engineer. '
Plants shall be installed plumb and shall be so set that, after installation and backfill
consolidation, the beginning taper of the root flare of bare root or container grown plants will be ,
at the approximate level of the finished soil elevation. Due to landscape industry practices, the
beginning taper of the root flare of balled and burlapped plants may be found below the soil
grade but in no case will balled and burlapped plants be accepted if more the 4 inches ( 100 mm) '
of soil is found above the root taper in the ball. Care shall be taken to ensure that roots are not
damaged while placing and compacting the backfill.
The backfilling operations shall be accomplished in more than one stage in accordance with the ,
Plan. Sufficient planting soil shall be placed prior to the initial watering in order to cover the
root system completely and provide firm support for the plant in the hole. The remaining
backfill shall be placed within 5 days after the initial watering following water permeation and ,
soil treatment.
The Contractor shall complete one individual test planting for each root category or method of
planting of evergreen tree, evergreen shrub, deciduous tree, deciduous shrub, seedling, vine and
perennial, as it applies, to obtain approval by the Engineer that the Contractor's methods are
sufficient to perform the work as specified with initial watering, guying, painting, protective
devices, and mulching. No other planting will be allowed until the test planting approval is
provided by the Engineer.
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F2 Balled and Burlapped Stock
Balled and burlapped plants may be installed without removing the burlap covering or wire
baskets entirely. Before completing the backfilling of planting holes, the top loops of wire
baskets shall be removed and the burlap shall be loosened at the top and pulled back to expose
the entire top third of the ball. Biodegradable twine may be removed from the top loops of wire
baskets and may be retied at mid -level points and the wire basket where necessary. All nylon
and non - biodegradable rope material shall be removed from the planting site. Biodegradable
twine may be left on B & B plants for stem/root ball support until the end of the Contract. Prior
to final acceptance all twine, that has not decomposed, must be cut and removed from plant
stems to prevent girdling injury. Treated burlap will be allowed on the root balls but vertical
slits must be cut through the burlap at the time of installation. The vertical slits shall be at 4 -inch
(100 -mm) intervals around the circumference of the root ball and from the top downward in a
manner that does not damage the root system.
F3 Container Stock
Plants supplied in containers shall be installed immediately upon being removed from the
containers. Removal of plants from containers shall be in a manner that will not disturb the root
system or the soil in which they were planted. Under no conditions shall the plant be removed
from the container by pulling on the main stem or plant growth. The outside of the root ball
shall be scored or pruned in order to redirect circling roots.
F4 Bare Root Stock
Before installing bare root trees and shrubs, planting soil shall be placed and compacted to a
depth of approximately 6 inches (150 mm) in the bottom of the plant hole. The plants shall be
installed with the roots evenly distributed and spread in their natural position, with the growing
medium being carefully placed and compacted around the roots.
F5 Machine Transplant Stock
The Contractor shall transplant trees as designated in the Contract by hydraulic spade -type
mechanized digging equipment.
The Contractor shall not transplant trees until the Department of Agriculture has inspected and
found the trees to be free from plant pests.
The Contractor is responsible for all appropriate permits and certifications required for plants
moved off of the Owner's Right of Way.
The Contractor does not need to provide replacement trees when transplanted trees are furnished
by the Owner and die or are defective. However, the Contractor shall remove the dead or
defective tree at no expense to the Owner and as directed by the Engineer.
14
The Contractor shall:
(a) Apply at least 10 gallons (40 L) of water to the root ball during the digging operations.
(b) Cover the spade portion of the digger with a tight hood to prevent soil sifting from the
root ball.
(c) Cover trees with a tarp when trees are transported during the growing rather than dormant
season if the transport distance exceeds 5 miles (8 km).
(d) Ensure that soil in the ball does not sift out of the digger while in transit.
(e) Support the tree in a manner that will prevent shifting and damaging of the root ball.
(f) Fill holes created by the removal of trees from public property within 24 hours. Fill
holes so that after settling, the fill will be the same as the surrounding ground surface.
(g) Reset trees that are not plumb with a spade of the same size or larger. Pull away mulch
from the tree so that the spades will slip into the original cut. Plumbing trees by
tightening guy wires will not be permitted.
(h) Blank
(i) Blank
(j) Remove double leaders and broken, dead, diseased, or crossed branches. Immediately
treat cut surfaces on oak species with a suitable tree wound dressing.
(k) Protect all plants from injury during digging, lifting, storing, transportation, delivery,
transplanting, and planting.
(1) No plant shall be so bound with rope or wire at any time to damage the bark, break
branches, or destroy its natural shape.
F6 Seedling Stock
The Contractor shall only plant evergreen and deciduous seedlings during the optimum spring
planting dates for evergreens as shown in the Plan. The Contractor shall not plant seedlings in
water filled depressions.
The Contractor shall not damage the fine root hairs on seedlings during storage, handling, or
planting. The Contractor shall not prune roots of seedlings unless approved by the Engineer.
The Contractor shall:
(a) Place seedlings in the ground so that the seedling assumes a position within 20 degrees of
vertical.
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(b) Prevent tangled or turned up root ends (J- root).
(c) Set the root collar of each seedling within .5 inch (15 mm) of the elevation of the finished
soil surface.
(d) Plant and tamp the ground, around seedling roots, firmly without excessive compaction.
Air pockets or voids around the roots will not be permitted. The Engineer will determine
acceptable planting by a tug test and by inspecting for air pockets and excessive
compaction in the root zone. The tug test is satisfied if gentle pulling of the seedling at
its base does not pull the roots out of the ground or loosen the soil in the root area.
(e) Protect deciduous seedlings with seedling tree shelters according to the Plan, when so
designated in the Contract.
G Blank
H Following Plant Installation
H1 Watering and Backfill
Within 2 hours after being installed, each plant shall be watered to thoroughly saturate the
backfill soil and provide for settlement and filling of voids in the backfill. Consecutive watering
and addition of planting soil may be necessary for thorough backfilling and saturation of the soil.
Within 5 days after installation, the Contractor shall add sufficient planting soil around each
plant to bring the soil to the specified level shown in the Plan. Plants shall be thoroughly
watered unless soil moisture is at optimum or excessive levels. Plants that are improperly
positioned with respect to depth and plumbness shall be reset or replaced as necessary. Reset
and replaced plants shall be watered within 2 hours to thoroughly saturate the backfill soil.
The Contractor shall have available on the Project, at all time, sufficient watering equipment and
forces to carry out a complete watering of all plants once each week, if necessary, from April 1
until ground freeze, or as otherwise directed by the Engineer, until the initial plant installation
operations have been accepted. Watering intervals shall be varied in consideration of prevailing
soil moisture and weather conditions.
H2 Mulch Placement
Planting bed soil shall be fine- graded and leveled with hand tools prior to placing mulch to avoid
impeding or puddling surface drainage and to prevent mulch depth irregularities. Mulch material
shall be placed within 48 hours after the second watering, unless further delay is authorized by
the Engineer in cases where soil moisture is excessive and additional time is required to allow
excess soil moisture to evaporate. Mulch placement is shown in the Plan.
Blank
16
C-1,
J2 Rodent Protection
The Contractor shall place rodent protection around all deciduous and pine trees in accordance
with the details in the Plan unless specified otherwise.
J3 Tree Painting
The Contractor shall paint trees in accordance with the species, notes, and details shown in the
Plan. The Engineer may require additional applications when paint is applied to wet bark or
under other adverse conditions.
K Disposal of Excavated Materials
Excess and unwanted excavated materials shall be removed from the planting areas and disposed
of to the Engineer's satisfaction within 3 days after the excavation.
L Cleanup and Restoration Work
Cleanup and restoration work shall be accomplished as the final step of the initial planting
operations and throughout the plant establishment period, to the satisfaction of the Engineer.
M Plant Establishment Period
M1 Establishment Period
17
J Protection of Plants
The Contractor shall take precautionary and protective measures to ensure healthy growth and
survival of all plants.
J1 Guying and Staking
The Contractor shall:
'
(a) Guy and stake trees in accordance with the details shown in the Plan (Standard Detail
Plate Nos. 5310 and 5312).
'
(b) Guy and stake trees only when necessary to maintain the plant in a plumb condition
where excess soil moisture, steep slopes, high wind, or vandalism is a problem. When
the estimated quantity of staking and guying is not shown as incidental work in the Plan,
staking and guying approved by the Engineer, as necessary to maintain trees in a plumb
condition, will be paid for as Extra Work.
'
(c) Remove the staking and guying after 1 year of plant establishment or as soon as is
practicable during the plant establishment period.
J2 Rodent Protection
The Contractor shall place rodent protection around all deciduous and pine trees in accordance
with the details in the Plan unless specified otherwise.
J3 Tree Painting
The Contractor shall paint trees in accordance with the species, notes, and details shown in the
Plan. The Engineer may require additional applications when paint is applied to wet bark or
under other adverse conditions.
K Disposal of Excavated Materials
Excess and unwanted excavated materials shall be removed from the planting areas and disposed
of to the Engineer's satisfaction within 3 days after the excavation.
L Cleanup and Restoration Work
Cleanup and restoration work shall be accomplished as the final step of the initial planting
operations and throughout the plant establishment period, to the satisfaction of the Engineer.
M Plant Establishment Period
M1 Establishment Period
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The Contractor shall maintain the work and care for the installed plants from completion of the
initial planting operations until final acceptance at the end of the Plant Establishment Period.
M2 Establishment Work
The Contractor shall keep all plants in a healthy growing condition, using good horticultural
practices performed on a day by day basis during the growing season and as necessary during the
remainder of the year, with necessary replacements being made as required.
If, at any time, inspection shows that the care and replacement operations have been inadequate,
untimely, or unsatisfactory, the Engineer will notify the contractor in writing of such default and
the Contractor shall promptly comply with the instructions. The Contractor shall replace plant
stock as required in the Contract but only within the optimum planting dates specified, extended,
or shown in the Plan or as required by the Engineer. If the Contractor does not proceed
satisfactorily within 3 working days after receiving the written notice from the Engineer, a daily
charge of $200 will be assessed against the Contractor until compliance with the notice is noted
by the Engineer.
M2a All Plants Except Seedlings
1 In plant establishment work except for seedlings, the Contractor shall:
'
(1)
Maintain adequate (but not excessive) soil moisture in conformance with Section 3.00H
(2571.3H) and watering guidelines provided in the Plan. The Contractor shall use the
soil moisture meter and provide soil moisture readings when requested by the Engineer.
(2)
Repair, adjust, or replace, as necessary, the staking and guying, mulch material, planting
soil, rodent protection, seedling tree shelters, tree painting, and other incidental items.
(3)
Apply insecticides, fungicides, and other cultural procedures, as necessary, to maintain
healthy, vigorous plants free from harmful insects, fungus and disease.
'
(4)
Furnish and install replacement plants and remove dead plants, as needed, with new
mulch, planting soil, and other incidental items.
'
(5)
Maintain the plants in a plumb condition at the appropriate planting depth.
'
(6)
Maintain all planting areas in a weed -free condition by continuously removing all weed
growth in the mulched planting areas as necessary.
' (a) Remove all weed growth in the mulched areas.
(b) Spray application of chemicals for weed control in the mulched planting areas
' will not be permitted during the plant establishment period unless the Engineer
authorizes otherwise. A non - selective, non - residual post emergence herbicide
containing 41 percent glyphosate as the active ingredient may be applied, with a
surfactant, on a spot treatment basis only, with a brush or wick applicator, if
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authorized by the Engineer. A broad - spectrum dichlobenil based granular
herbicide may be applied in conformance with product labeling and
manufacturer's recommendations for residual weed control, if authorized by the
Engineer.
(c) Disposing of weeds in a satisfactory manner. '
(7) Perform other plant establishment operations consistent with proper care of the plants.
M2b Seedlings
In plant establishment work for seedlings, the Contractor shall: ,
(1) Repair, adjust, or replace seedling tree shelters as necessary.
,
(2) Furnish and install replacement seedlings (one time only after 1 year as necessary with
one initial watering).
(3) Maintain all mulched planting areas in a weed -free condition until final acceptance at the
'
end of the plant establishment period.
M2c Supplemental Watering
The Contractor is not required to provide supplemental watering of seedlings during the plant I
establishment period.
M3 Replacement Requirements '
The Contractor shall:
(a) Replace all dead, defective, or missing plants and incidental materials as required in the
Contract or when ordered by the Engineer and within 2 weeks of notification by the
Engineer, unless a longer period of time is acceptable to the Engineer. ,
(b) Replace all installed plants that are lost due to accidents, vandalism, theft, rodent
damage, and other causes.
Repair or replace all damage caused b the Contractor's operations. '
(c ) p p g Y
The requirements for replacement plantings shall be the same as for initial planting. '
Within the 2 -year plant establishment period, the Contractor is also responsible for determining
which plants need to be replaced based upon the Contractor's assessment of their condition and
present or probable compliance with the Project requirements.
For plant replacement when less than a full year remains in the original plant establishment ,
period, the Contractor will be required to provide a 1 -year plant establishment period for the
replaced plant.
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After the first replacement, except in the case of seedlings, the Engineer will decide if the plant
will be replaced again at the Contractor's expense, or deleted from the Plan.
N Acceptance of Work
For acceptance at full payment, plants shall meet all requirements including the criteria listed in
the current edition of "Inspection and Contraction Administration Guidelines for MnDOT
' Landscape Projects," published by the MnDOT Landscape Unit. The plants shall be healthy,
vigorous, and structurally sound.
' N1 Acceptance of Preparatory Work
The Engineer will accept the preparatory work after the Contractor has satisfactorily moved
' equipment and supplies to the Project site, provided for protection of existing plants, and
obtained the Engineer's approval of the progress schedule.
' N2 Acceptance of Preparation of Planting Holes and Beds
The Engineer will accept the preparation of planting holes and beds after the Contractor has
' satisfactorily completed staking, initial weed control, soil cultivation with incorporation of
amendments, and temporary erosion prevention measures.
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N3 Acceptance of Initial Planting Operation
Initial acceptance will be made upon satisfactory completion of the initial planting operation for
the individual plant.
N3a Preliminary Inspection
One year into the plant establishment period, the Engineer will make an inspection of the Project
and notify the Contractor of any dead, defective, or missing plants and work that must be
performed to comply with specifications. Dead or defective plants shall be removed and
replaced where so ordered.
N4 Final Acceptance
Final acceptance will be made after final inspection of the completed project at the end of the
plant establishment period.
N4a Final Inspection
On or about the date on which the plant establishment period expires, the Engineer will make an
inspection of the Project and notify the Contractor of any dead, defective, or missing plants and
work that must be performed prior to acceptance. Dead or defective plants shall be removed
where so ordered.
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As a condition for acceptance of the work, plant maintenance operations shall not be past due at
the time of the final inspection. Every plant shall have received a thorough watering within the '
preceding 10 days before inspection unless soil moisture is at sufficient levels. The mulched
planting areas shall be weed free. All work shall be in good order as would reflect recent care
and require no further attention until the next growing season.
The Engineer will make a determination as to which plants will be accepted for payment at the
contract unit prices, at a reduced payment, or at no payment. The Engineer may consider as ,
unacceptable the machine transplanted trees that are mechanically damaged and trees with vigor
and growth reduction from improper transplanting operations. The Engineer may accept these
trees at a reduced payment or at no payment. '
Upon final acceptance, the Contractor will not be required to provide any further care for the
plantings. However, final acceptance of the work will not be made until cleanup and restoration '
work are completed to the Engineer's satisfaction.
N5 Uninspected, Non - conforming, and Unauthorized Work
Acceptance of uninspected, non - conforming, or unauthorized work will be made to the extent the
Engineer determines the work to be acceptable. I
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SECTION 4.00 - METHOD OF MEASUREMENT (2571.4)
A Plants Furnished and Planted
Trees, shrubs, vines and perennials of each species, variety, size, or age, and root category
furnished, planted, and maintained by the Contractor will be measured separately by the number
of acceptable plants.
B Plants Planted
Trees, shrubs, vines and perennials of each species, variety, size, or age, and root category
furnished by the Owner and planted and maintained by the Contractor will be measured
separately by the number of acceptable plants.
C Plants Transplanted
Trees, shrubs, vines, and perennials of each size and type furnished by the Owner and
transplanted will be measured separately by the number of plants moved and maintained in an
acceptable manner.
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SECTION 5.00 - BASIS OF PAYMENT
Payment for plant installation at a percentage of the Contract price per unit of measure will be
compensation in full for all costs relating to furnishing, installing, and maintaining, or installing
and maintaining, the required plants and materials specified.
If the Engineer requires additional materials and work beyond that specified or shown in the
Contract, the Contractor will receive compensation for the additional materials and work as
Extra Work.
A Initial Payment
Initial payment of up to but not exceeding 80 percent of the Contract unit price will be paid in
partial payment amounts for satisfactory completion of the following work:
Al Preparatory Work
Up to but not exceeding 10 percent of the Contract amount for the plants to be planted.
A2 Preparation of Planting Holes and Beds
Up to but not exceeding 20 percent of the Contract amount for the plants to be planted in each
Project area.
A3 Initial Planting Operation
Up to but not exceeding 50 percent of the Contract amount for the plants planted.
B Maximum Payment
The Engineer may authorize an interim partial payment of up to but not exceeding 80 percent of
the Contract amount for the plants planted, at the end of the first calendar year of the plant
establishment period when required plant establishment operations on the entire Project have
been acceptable generally and continuously throughout this period as determined by the initial
acceptance and the preliminary inspection. The Engineer will not authorize this payment if these
conditions are not met.
C Final Payment
Final payment will be made upon final acceptance of the completed Project at the end of the
plant establishment period. Final payment may involve full payment, reduced payment, or no
payment for the individual plants.
Payment will be made for only one plant at one location, not for each initial and each
replacement plant.
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When an initial payment is made for an individual plant and the final payment is at full, reduced,
or no payment, the amount of the initial payment will be deducted from the final payment to the
Contractor. Payment to the Owner shall be required when the remaining balance of payments is
insufficient to compensate for unacceptable work.
C1 Full Payment
Full payment at 100 percent of the Contract unit price will be made for the individual plant that
is acceptable at the final inspection if the Contractor has met the following requirements:
' (a) Acceptance of the preparatory work.
(b) Acceptance of the preparation of the planting hole or bed.
' (c) Acceptance of the initial planting operations.
(d) Compliance with all plant establishment work requirements at the time of inspection and
the plant has had the minimum two growing seasons or, in the case of a replacement
plant, the plant has had a minimum of one growing season.
' Replacement plants that have received 1 full year of plant establishment care, within the plant
establishment period or an extended plant establishment period, and that are otherwise
acceptable, will receive full payment.
C2 Reduced Payment and No Payment
' C2a Reduced Payment - Owner Option
The Contractor may not elect to receive reduced payment in lieu of performing the work in
conformance with the Contract documents. At the Owner's option, reduced payment at a
percentage of the Contract unit price for the individual plant not in full compliance with
specifications at final inspection may be made in accordance with the following schedule:
The plant is acceptable at final inspection but Payment to the extent the Engineer determines
existing vegetation was not protected. acceptable to compensate for damages.
The plant is acceptable at final inspection but the 50%
preparation of the planting hole or bed or the initial
planting operation was unacceptable.
The plant is acceptable at final inspection but the 50%
Contractor is not currently in compliance with all
plant establishment work requirements or the plant
has not received the minimum of 1 year for
24
1
The Owner - furnished plant or machine transplant is
not acceptable at final inspection but the protection
of existing vegetation, the preparation of the
planting hole or bed, the initial planting operation
and the continuous plant establishment operations
have all been acceptable.
50%
The plant is not acceptable at final inspection but
35%
the protection of existing vegetation, the
preparation of the planting hole or bed, and the
initial planting operation were acceptable and the
Contractor has been in general compliance
continuously with the plant establishment
requirements for the minimum 2 years required for
the initial plant or the minimum 1 year required for
the replacement plant.
The plant is not acceptable at final inspection and
0%
the Contractor has not been in general compliance
continuously with the plant establishment
requirements.
1
1
C2b No Payment
No payment will be made for an unacceptable plant with unacceptable establishment care or for '
a plant when payment is made for the replacement plant.
25
ti
t
1
M
1
1
I'
Geotechnicai Evaluation Report
Proposed Residential Development
Lyman Boulevard and Lake Riley Boulevard
Chanhassen, Minnesota
Prepared for
Lennar Corporation
Professional Certification:
I hereby certify that this plan, specification, or report
was prepared by me or under my direct supervision
and that I am a duly Licensed Professional Engineer
under the laws of the State of Minnesota.
f mnrrpr
Henry Vloo, PE lri: Si yVLOO. PE �w
Associate — Senior Engineer a 5: Sw
License Number: 21140 ,;� j r .0
December 2. 2010 '1,�IF— — °;I—
Project BL- 10-09747
Braun Intertec Corporation
BRAUN
1NTERTEC
December 2, 2010
Mr. Joe Jablonski
Lennar Corporation
935 Wayzata Boulevard East
Wayzata, MN 55391
Re: Geotechnical Evaluation
Proposed Residential Development
Lyman Boulevard and Riley Lake Boulevard
Chanhassen, Minnesota
Dear Mr. Jablonski:
Braun Intertec Corporation Phone: 952.995.2000
11001 Hampshire Avenue 5 Fax 952.995.2020
Minneapolis, MN 55438 Web: brounintertec.com
Project BL -10 -09747
We have completed our geotechnical evaluation for the proposed single - family residential development
northwest of Lyman Boulevard and Riley Lake Boulevard in Chanhassen, Minnesota. The purpose of our
geotechnical evaluation was to assist you and your design team in evaluating the subsurface soil and
groundwater conditions with regard to site grading and foundation support for the proposed homes,
streets, and underground utilities within this proposed development. Please consult the attached report
for details on our field and laboratory test results and our recommendations and conclusions.
Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions
about this report, or if there are other services that we can provide in support of our work to date, please
call Henry Vloo at 952.995.2238 or Gregg Jandro at 952.995.2270.
Sincerely,
BRAUN INTERTEC CORPORATION
V "'°
Hen o, PE
Associate- Senior Engineer
Gregg . JR andro, PE, PG
Principal Engineer, Vice President
C: Mr. Nick Polta; Pioneer Engineering
Providing engineering and environmental solutions since 1957
t
I Table of Contents
Description Page
A.
Introduction .............................................. :..................................................................... .... ............ .. 1
A .I.
A .2.
Project Description .............................................................................. ...............................
Purpose ................................................................................................. ..............................1
1
A.3.
Background Information and Reference Documents .......................... ...............................
1
i
A.4.
Site Conditions ..................................................................................... ...............................
1
A .S.
Scope of Services ................................................................................. ...............................
1
B .
Results
................................................................................................................. ..............................2
B.1.
Exploration Logs ................................................................................... ...............................
2
B.1.a. log of Boring Sheets ............................................................... ...............................
2
B.Z.
B.1.b. Geologic Origins ...................................................................... ...............................
Geologic Profile .................................................................................... ...............................
2
3
B.2.a. Geologic Materials .................................................................. ...............................
3
B.3.
B.2.b. Groundwater .......................................................................... ...............................
Laboratory Test Results ....................................................................... ...............................
3
3
C.
Basis for
Recommendations ............................................................................. ...............................
4
C.I.
Design Details ...................................................................................... ...............................
C.1.a. Building Structure Loads ......................................................... ...............................
4
4
C.1.b. Pavements and Traffic Loads ................................................... ..............................4
C.1.c. Anticipated Grade Changes .................................................... ...............................
5
C:1.d. Precautions Regarding Changed Information ........................ ...............................
5
C.Z.
Design Considerations ......................................................................... ...............................
5
C.3. 'Construction
Considerations ............................................:.................. ...............................
6
D .
Recommendations ............................................................................................. ..............................6
D.1.
House Pad and Pavement Subgrade Preparation ............................... ............................... 7
D.1.a. Excavations ............................................................................. ............................... 7
D.1.b. Excavation Dewatering ........................................................... ............................... 7
D.1.c. Selecting Excavation Backfill and Additional Required Fill ..... ............................... 8
D.1.d. Placement and Compaction of Backfill and Fill ...................... ............................... 8
D.2.
Spread Footings ................................................................................. ...............................
10
D.2.a. Embedment Depth ............................................................... ...............................
10
D.2.b. Subgrade Improvement ........................................................ ...............................
10
D.2.c. Net Allowable Bearing Pressure ........................................... ...............................
10
D.2.d. Settlement .............................................................................. .............................10
D.3.
Basement Walls ................................................................................. ...............................
11
D.3.a. Drainage Control ................................................................... ...............................
D.3.b. Selection, Placement and Compaction of Backfill ................ ...............................
11
11
D.3.c. Configuring and Resisting Lateral Loads ............................... ...............................
12
F�
Table of Contents (continued)
Description Page
DA. Interior Slabs ........................................................................................ .............................
E. Procedures ........................................................................................................ .............................
D.4.a.
Moisture Vapor Protection ..................................................... .............................13
Penetration Test Borings ..................................................................... .............................17
DA.b.
Radon ...................................................................................... .............................
D .5.
Exterior
Slabs .........................................................................:............. .............................
D.6.
Pavements
........................................................................................... .............................
Groundwater Measurements .............................................................. .............................17
D.6.a.
Subgrade Proof - Roll ................................................:............... .............................
F.1.
Variations in Subsurface Conditions .................................................... .............................18
D.6.b.
Design Sections ....................................................................... .............................
F.1.a. Material Strata ........................................................................ .............................18
D.6.c.
Materials and Compaction ..................................................... .............................15
F.2.
D.6.d.
Subgrade Drainage ................................................................. .............................15
D.7.
Utilities
................................................................................................. .............................
F.2.b. Construction Observations and Testing ................................. .............................18
D.7.a..
Subgrade Stabilization .......................................................... ...............................
16
F .4.
D.7.b.
Selection, Placement and Compaction of Backfill .................. .............................16
D.8.
Construction Quality Control ............................................................... .............................16
D.8.a.
Excavation Observations ........................................................ .............................16
D.8.b.
Materials Testing ..................................................................... .............................16
D.8.c.
Pavement Subgrade Proof - Roll ............................................... .............................16
D.S.d.
Cold Weather Precautions ...................................................... .............................17
E. Procedures ........................................................................................................ .............................
E.I.
Penetration Test Borings ..................................................................... .............................17
E.2.
Material Classification and Testing ...................................................... .............................17
E.2.a. Visual and Manual Classification ............................................ .............................17
E . 2.b.'. Laboratory Testing .................................................................. .............................17
E.3.
Groundwater Measurements .............................................................. .............................17
F. Qualifications .................................................................................................... .............................
F.1.
Variations in Subsurface Conditions .................................................... .............................18
F.1.a. Material Strata ........................................................................ .............................18
F.1.b. Groundwater Levels ................................................................ .............................18
F.2.
Continuity of Professional Responsibility ............................................ .............................18
F.2.a. Plan Review ............................................................................. .............................
F.2.b. Construction Observations and Testing ................................. .............................18
F.3.
Use of Report .............................:......................................................... .............................
F .4.
Standard of Care .................................................................................. .............................19
Appendix
Boring Location Sketch
Log of Boring Sheets, Borings ST -1 through ST -10
Descriptive Terminology
1
1
1
BRAUN
INTERTEC
A. Introduction
' A.I. Project Description
A single - family residential development is planned for the northwest quadrant of Lyman Boulevard and
Riley Lake Boulevard in Chanhassen, Minnesota.
1 ■ Existing conditions site concept plan. showing the existing conditions and topography.
■ Available aerial photographs showing the existing site features and structures.
i ■ Geologic atlas showing the general soil types in this area.
■
A.4. Site Conditions
The site of the proposed residential development currently consists of open farm fields with some
wetlands and wooded areas. A ditch and precast concrete mat are present near the center and west
' portions of the site.
A.S. Scope of Services
A.2. Purpose
The purpose of our geotechnical evaluation was to assist you and your design team in evaluating the
subsurface soil and groundwater conditions with regard to site grading and foundation support for the
proposed homes, streets, and underground utilities within this proposed development.
A.3. Background Information and Reference Documents
To facilitate our evaluation we were r vi with r reviewed th
p o ded t o a following information or documents:
1 ■ Existing conditions site concept plan. showing the existing conditions and topography.
■ Available aerial photographs showing the existing site features and structures.
i ■ Geologic atlas showing the general soil types in this area.
■
A.4. Site Conditions
The site of the proposed residential development currently consists of open farm fields with some
wetlands and wooded areas. A ditch and precast concrete mat are present near the center and west
' portions of the site.
A.S. Scope of Services
Our scope of services for this project was originally submitted October 29, 2010 as a Proposal to Mr. Joe
Jablonski of Lennar Corporation for a Geotechnical Evaluation. We received authorization to proceed
from Lennar Corporation on November 1, 2010. Tasks performed in accordance with our authorized
scope. of services included:
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 2
■ Coordinating the clearing exploration locations of underground utilities. (The boring
locations were chosen and staked in the field by Pioneer Engineering.)
■ Performing 10 penetration test borings to nominal depths of 20 feet deep.
. ■ Performing laboratory tests on selected soil samples.
■ Preparing this report containing a boring location sketch, exploration logs, summary of the
soils and groundwater encountered, results of laboratory tests, and recommendations for
subgrade preparation and the design of the proposed residential development.
B. . Results
B.1. Exploration Logs
B.1.a. Log of. Boring Sheets
Log of Boring sheets for our penetration test borings are included in the Appendix. The logs identify and
describe the geologic materials that were penetrated, and present the results of penetration resistance
tests performed within them and laboratory tests performed on penetration test samples retrieved from
them, and groundwater measurements.
Strata boundaries were inferred from changes in the penetration test samples and the auger cuttings.
Because sampling was not performed continuously, the strata boundary depths are only approximate
The boundary depths likely vary away from the boring locations, and the boundaries themselves may
also occur as gradual rather than abrupt transitions.
B.1.b. Geologic Origins
Geologic origins assigned to the materials shown on the logs and referenced within this report were
based on: (1) a review of the background information and reference documents cited above, (2) visual
classification of the various geologic material samples retrieved during the course of our subsurface
exploration, (3) penetration resistance data, (4) laboratory test results, and (5) available common
knowledge of the geologic processes and environments that have impacted the site and surrounding
area in the past.
BRAID
INTERTEC
I Seasonal and annual fluctuations of groundwater should also be anticipated.
I 13.3. Laboratory Test Results
The moisture content of the selected clay samples was determined to vary from approximately 16 to 46
percent, indicating that moisture contents of the clay material on the site varied from near to much
above its probable optimum moisture content.
IN I LKI tC_
B.2. Geologic Profile
'
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 3
I Seasonal and annual fluctuations of groundwater should also be anticipated.
I 13.3. Laboratory Test Results
The moisture content of the selected clay samples was determined to vary from approximately 16 to 46
percent, indicating that moisture contents of the clay material on the site varied from near to much
above its probable optimum moisture content.
IN I LKI tC_
B.2. Geologic Profile
'
B.2.a. Geologic Materials
The general geologic profile at the boring locations (proceeding down from the ground surface) generally
consists of clayey topsoil underlain by mostly glacially deposited clay to the boring termination depths.
Layers and lenses of silty sand and sand were also encountered in several borings. Several borings also
encountered either deeper thicknesses of either fill or slopewash soils.
I Seasonal and annual fluctuations of groundwater should also be anticipated.
I 13.3. Laboratory Test Results
The moisture content of the selected clay samples was determined to vary from approximately 16 to 46
percent, indicating that moisture contents of the clay material on the site varied from near to much
above its probable optimum moisture content.
IN I LKI tC_
Topsoil was encountered in Borings ST -2, ST -5, ST -6, ST -9 and ST -10 and generally ranged in thickness
from about %: to 3 feet. In Borings ST -1, ST-4 and ST -7, fill soils were encountered at the surface, varying
in thickness from 4 to 13 feet. In Borings ST -3 and ST -8, about 7 to 10 feet of slopewash soils were
encountered at the surface. Beneath the topsoil, fill and slopewash, the borings encountered mostly
glacially deposited clayey soils with some layers of silty and sand in several borings.
Penetration resistances in the glacially deposited clayey soils generally ranged from 4 to 27 blows per
foot (BPF), indicating consistencies ranging from rather soft to very stiff. The penetration resistances in
the layers and lenses of silty sand and sand ranged from 2 to 27 BPI=, corresponding to relative densities
of very loose to medium dense.
6.2.b. Groundwater
Groundwater was only observed in Borings ST -3, ST -5, ST -8, ST -9 and ST -10 at depths ranging from 5 to
17 feet beneath the surface, or approximate elevations ranging from 874 to 889. Because of the large
variation in observed water level elevations, it is our opinion that some of the water observed was likely
perched within sand seams in the mostly clayey soils. Depending on the time of construction, perched
groundwater may be present in these and other sand seams.
I Seasonal and annual fluctuations of groundwater should also be anticipated.
I 13.3. Laboratory Test Results
The moisture content of the selected clay samples was determined to vary from approximately 16 to 46
percent, indicating that moisture contents of the clay material on the site varied from near to much
above its probable optimum moisture content.
IN I LKI tC_
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 4
One soil sample from the 7 to 8 foot depth in Boring ST -4 and another sample from the 15 to 16 foot
depth in Boring ST -8 were washed through a number 200 sieve. The results were 17 and 7 percent
passing this sieve, classifying these soil samples as silty sand and poorly graded sand with silt,
respectively. The moisture content of these soil samples was measured to be 10 and 24 percent.
An Atterberg limit test was completed on a sample from the 15 to 16 foot depth in Boring ST -1. The
result indicated a liquid limit of 50. percent and a plasticity index of 32 percent. The moisture content of
this sample was 32 percent. This soil sample was classified as lean clay but is on the border of being a fat
clay.
Hand penetrometer tests were conducted on selected clay samples to. aid in determining the soils
unconfined compressive strength. Results from the penetrometer tests found to soils to have strength
..values ranging from % to 2 tons per square foot (tsf).
C. Basis for Recommendations
C.I. Design Details
A residential development is proposed to be constructed on the site. The size and number of lots to be
graded on this site as well as proposed floor grades have not been determined at the time of this report.
New streets and underground utilities will also be constructed. Other features to be constructed may
include retention ponds and retaining walls.
C.l.a. Building Structure Loads
We have assumed that bearing wall loads associated with the proposed residential construction will
range from 3 to 4 kips (3,000 to 4,000 pounds) per linear foot (klf) and column loads, if any, will be no
greater than 75 kips per column.
C.1.b. Pavements and Traffic Loads
We have assumed that bituminous pavements, typical of residential neighborhoods, will be subjected to
normal traffic conditions over an assumed design life of 20 years.
BRAD IM
iNTERTEC
Provisions should also be made to control any groundwater that may be encountered. Based on the
results of the borings, we anticipate that some localized perched water conditions could exist on this site,
especially where layers and lenses of sand are encountered.
BRAUN
INTERTEC
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 5
C.1.c. Anticipated Grade Changes
Existing ground surface elevations vary significantly across the site. Final design grades were not
available at the time of this report. Based on the anticipated excavation depths, we anticipate that fill
'
depths will likely exceed 10 feet in some areas of the site. Similarly, cuts on the order of 10 feet or
greater feet may also be completed during site grading.
C.1.d. Precautions Regarding Changed Information
We have attempted to describe our understanding of the proposed construction to the extent it was
reported to us by others. Depending on the extent of available information, assumptions may have been
made based on our experience with similar projects. If we have not correctly recorded or interpreted the
project details, we should be notified. New or changed information could require additional evaluation,
analyses and /or recommendations.
C.2. Design Considerations
The geotechnical issues influencing design of the proposed residential development appear to be related
to the depth of excavation needed to attain suitable bearing soils, variations in site elevations, and the
condition of the onsite soils with respect to use as engineered fill. Based on the results of the current
borings, it appears that part of the site will require limited soil corrections (to remove topsoil only) to
attain suitable bearing soils. However, some deeper soil correction work will be needed toward the
south and southeast sides of the site near the wetlands. The fill and slopewash soils as well as the wet,
soft clay encountered in some of the borings are not suitable for house support or to be reused as
engineered fill.
Additionally m of the onsite soils a ppear to be near or
y, � ty pp well above its optimum moisture
content and will likely require moisture conditioning to meet the minimum density requirements.
Due to the frost susceptible nature of the silt- and clay -rich soils present at anticipated exterior slab and
pavement subgrade elevations, consideration should also be given to incorporating a granular subbase.
into the pavement sections. This will enhance subgrade drainage efforts and reduce the potential for
pavement subgrades to become saturated and heave upon freezing; strength loss upon thawing will also
be reduced.
Provisions should also be made to control any groundwater that may be encountered. Based on the
results of the borings, we anticipate that some localized perched water conditions could exist on this site,
especially where layers and lenses of sand are encountered.
BRAUN
INTERTEC
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 6
C.3. Construction Considerations
From a construction perspective, the project team should also be aware that:
Some of the excavations may penetrate perched groundwater where lenses and layers of
sandy soils are encountered. Dewatering may be required to facilitate an evaluation of the
geologic materials exposed in the excavation sides and bottoms, and the placement and
compaction of backfill.
■ Existing fills should be evaluated prior to reuse. Some fill soils could contain unsuitable
material, although not observed in the borings.
It is important to understand the onsite clays will likely require moisture conditioning to
facilitate compaction. Given the anticipated depths of the building area excavations, those
areas with greater thickness of clay placed in an excavation will also settle over time from the
excavation backfill compressing under its own weight. Construction delays and monitoring
through the use of settlement plates may be required in these areas of deeper fills. If the
construction schedule is such that delays cannot be endured, imported sands could be used
to reduce the need for a construction delay. This should be evaluated once a final site plan
has been prepared.
■ The soils at anticipated invert elevations for the proposed sanitary sewer installation
generally appear suitable for support of the pipe. If groundwater or perched water is
encountered, a layer of sand or aggregate may need to be placed beneath the pipe to act as
bedding material. Perched groundwater layers may also be encountered during the
excavation for the pipe installation. Post construction settlement of the utility trench backfill
may also occur if the depth of the pipe exceeds 10 feet.
D. Recommendations
In accordance with our findings, below are our recommendations for construction of the proposed
residential development, including utility installation, and street construction.
77
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BRAUN
INTERTEC
r
A l. House Pad and Pavement Subgrade Preparation
D.1.a. Excavations
We recommend removing the vegetation, topsoil, fill, slopewash deposits, and soft to rather soft soils
from within the house pad and roadway areas (including oversize areas). Based on the results of our soil
borings, excavation depths are expected to range from approximately 1/2 to 13 feet. Table 1 below lists
the anticipated depths of excavation at the boring locations.
Table 1. Anticipated Excavation Deoths for Residential Construction.
1
�
Boring
Lennar Corporation
Anticipated Depth of
Excavation (ft)
Project BL -10 -09747
ST -1
December 2, 2010
'
Page 7
A l. House Pad and Pavement Subgrade Preparation
D.1.a. Excavations
We recommend removing the vegetation, topsoil, fill, slopewash deposits, and soft to rather soft soils
from within the house pad and roadway areas (including oversize areas). Based on the results of our soil
borings, excavation depths are expected to range from approximately 1/2 to 13 feet. Table 1 below lists
the anticipated depths of excavation at the boring locations.
Table 1. Anticipated Excavation Deoths for Residential Construction.
1
�
Boring
Surface Elevation (ft)
Anticipated Depth of
Excavation (ft)
Approximate Bottom
Elevation (ft)
ST -1
917.5
13
904 %z
ST -2
889.0
10 12*
879 -877*
ST -3
879.1
12
867
ST-4
914.7
7
907 %z
ST -5
904.9
'/z
904
ST -6
918.4
%z
918
ST -7
905.6
.4
901 YZ
ST -8
888.6
7 -12*
881 A - 876 Y.
ST -9
904.1
'/z
903 '/z
ST -10
884.9
3
882
*The depth of excavation should be further evaluated in the Feld during site grading.
Excavation depths will vary between the borings. Portions of the excavations may also be deeper than
indicated by the current and previous borings.. Contractors should also be prepared to extend
excavations in wet or fine- grained soils to remove disturbed bottom soils. .
u
f
To provide lateral support to replacement backfill, additional required fill and the structural loads they
will support, we.recommend oversizing (widening) the excavations 1 foot horizontally beyond the outer
edges of the building perimeter footings, or pavement limits, for each foot the excavations extend below
bottom -of- footing or pavement subgrade elevations.
D.i.b. Excavation Dewatering
We recommend removing groundwater from the excavations. Sumps and pumps can be considered for
excavations in low - permeability silt- and clay -rich soils.
- •. ,
IN I tKI Lt—
Lennar Corporation .
Project BL -10 -09747
December 2, 2010
Page 8
D.1.c. Selecting Excavation Backfill and Additional Required Fill
If the bottoms of the excavations remain wet, or have water seeping into them, we recommend initially
backfilling over wet or submerged excavation bottoms with at least 2 feet of coarse sand having less than
50 percent of the particles by weight passing a #40 sieve, and less than 5 percent of the particles passing
a #200 sieve. This material will need to be imported from offsite.
If the bottom of the excavations remain dry and stable, or after the coarse sand has been placed, on -site
soils free of organic soil and debris can be considered for reuse as backfill and fill. The clay soils, however,
being fine - grained, will be more difficult to compact if wet or allowed to become wet, or if spread and
compacted over wet surfaces.
Most of the onsite soils appear to have moisture contents well above its probable optimum moisture
content. As a result, prospective fill soils may require substantial moisture conditioning in order to attain
proper compaction. Moisture conditioning can be labor and time intensive, and is only recommend
during summer months (approximately June through. September).
In areas where more than 10 feet of fill is required below proposed houses, a construction delay will
likely be needed to allow the fill to consolidate under its own weight. Construction delays typically last 3
to 6 months, but could be extended longer depending on the depth of fill and the level of compaction
obtained. If a longer settlement delay is not possible, we recommend filling the initial lifts with sand
containing less than 12 percent of the particles by weight passing a #200 sieve. This material will need to
be imported fill. We should be consulted to discuss and provide additional recommendations for areas
of fill thicker than 10 feet.
We also recommend that granular subbase material for pavement support consist of sand having less
than 12 percent of the particles by weight passing a #200 sieve.
D.1.d. Placement and Compaction of Backfill and Fill
We recommend spreading backfill and fill in loose lifts of approximately 8 to 12 inches. We recommend
compacting backfill and fill in accordance with the criteria presented below in Table 1 The relative
compaction of utility trench backfill should be evaluated based on the structure below which it is
installed, and vertical proximity to that structure.
1
t
F
Ll
t
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 9
Table Z. Comoaction Recommendations Summary
*Except for wall backfill. See Section D.3. of this report.
If fill depths exceed 10 feet, the minimum compaction requirement should be increased to 98 percent. As
noted above, if fill depths exceed. 10 feet, a construction delay may be necessary to allow the fill to
consolidate under its own weight. Construction delays can range from 3 to 6 months or longer,
depending on the depth and type of fill placed. We recommend placing settlement plates on lots where
a construction delay is required to allow for periodic monitoring. We recommend monitoring the
settlement plates once a week during the first month, once every other week for the second month, and
once a month thereafter until the settlement rate has declined to within tolerable ranges.
As mentioned previously, if the construction schedule is such that a construction delay cannot be
tolerated, imported sand containing less than 12 percent of fine- grained material, can be placed to
within 10 feet of the bottom of footing elevation. Sand soils consolidate much quicker than clay soils,
and the majority of consolidation will likely be completed during construction of the lot.
If fill is to be placed on slopes with a gradient steeper than a 5:1 (horizontal to vertical) grade, there is
potential for instability, resulting in creep of the fill mass. In these cases, we recommend "benching" or
excavating into the slopes at 5 -foot vertical intervals to key the fill into the slope. We recommend each
bench be a minimum of 10 feet wide.
BRAUN
I NTE RTEC
Relative Compaction, percent
Moisture Content Variance from
Reference
(ASTM D 698— standard Proctor)
Optimum, percentage points
Below foundations, less than
95
-1 to +3 for clayey soils
10 feet of fill
± 3 for sandy soils
Below foundations, greater than
98
-1 to +2 for clayey soils
10 feet of fill
t 3 for sandy soils
95
-1 to +3 for clayey soils
Below slabs
± 3 for sandy soils
Below pavements, within 3 feet
-1 to +1 for clayey soils
of subgrade elevations
100
± 3 for sandy soils
Below pavements, more than 3 feet
95
-1 to +3 for clayey soils
below subgrade elevations
± 3 for sandy soils
90 *
-3 to +5 for clayey soils
Below landscaped surfaces *
± 5 for sandy soils
*Except for wall backfill. See Section D.3. of this report.
If fill depths exceed 10 feet, the minimum compaction requirement should be increased to 98 percent. As
noted above, if fill depths exceed. 10 feet, a construction delay may be necessary to allow the fill to
consolidate under its own weight. Construction delays can range from 3 to 6 months or longer,
depending on the depth and type of fill placed. We recommend placing settlement plates on lots where
a construction delay is required to allow for periodic monitoring. We recommend monitoring the
settlement plates once a week during the first month, once every other week for the second month, and
once a month thereafter until the settlement rate has declined to within tolerable ranges.
As mentioned previously, if the construction schedule is such that a construction delay cannot be
tolerated, imported sand containing less than 12 percent of fine- grained material, can be placed to
within 10 feet of the bottom of footing elevation. Sand soils consolidate much quicker than clay soils,
and the majority of consolidation will likely be completed during construction of the lot.
If fill is to be placed on slopes with a gradient steeper than a 5:1 (horizontal to vertical) grade, there is
potential for instability, resulting in creep of the fill mass. In these cases, we recommend "benching" or
excavating into the slopes at 5 -foot vertical intervals to key the fill into the slope. We recommend each
bench be a minimum of 10 feet wide.
BRAUN
I NTE RTEC
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 10
D.2. Spread Footings
D.2.a. Embedment Depth
For frost protection, we recommend embedding perimeter footings 42 inches below the lowest exterior
grade. interior footings may be placed directly below floor slabs. We recommend embedding building
footings not heated during winter construction, and other unheated footings associated with decks,
porches, stoops or sidewalks 60 inches below the lowest. exterior grade. Attached garages are generally
considered heated structures and may be supported by footings placed a minimum of 42 inches below
outside finished grade.
Foundations for porches or decks should be extended at least 5 feet below finished grade. The
foundations should be constructed at a minimum 21/2 x 21/2 foot wide footing tied with reinforcing
steel to the foundation column. If a drilled shaft is utilized, the bottom of the shaft should be belled at
the bottom an additional 12. inches. For either foundation type, the shaft or foundation column should
be wrapped by a material that will not allow frozen soils to adhere to the foundations, potentially
heaving them. The use of soon -tubes for shaft foundations is usually not sufficient to act as a bond
break.
D.2.b. Subgrade Improvement
If a small amount of groundwater is present within the excavation prior to placing forms or
reinforcement, we recommend placing a.6- to 12 -inch layer of clear rock. The clear rock will provide a
stable working surface, and will allow for the flow of water to a drain the or sump pump.
D.2.c. Net Allowable Bearing Pressure
We recommend sizing spread footings to exert a net allowable bearing pressure of 2,000 pounds per
square foot (psf). This value includes a safety factor of at least 3.0 with regard to bearing capacity failure.
The net allowable bearing pressure can be increased by one -third its value for occasional transient loads,
but not for repetitive loads due to traffic, or for other live loads from snow or occupancy.
D.2.d. Settlement
We estimate that total and differential settlements among the footings will amount to less than 1 and
1/2 inch, respectively, under the reported loads. In areas where more than 10 feet of fill are placed,
.greater settlements could occur if a construction delay is not observed.
BRAD IM
1NTERTEC
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 11
D.3. Basement Walls
The following sections address soil parameters for basement wall design. Many of the following
'
recommendations can also be incorporated into any preliminary retaining wall design that may occur on
this site. If retaining walls are planned we recommend that additional soil borings and analyses be
completed.
D.3.a. Drainage Control
We recommend installing subdrains behind the basement walls, adjacent to the wall footings, below the
slab elevation. The subdrains could consist of perforated pipes embedded in washed gravel, which in turn
is wrapped in filter fabric. Perforated pipes encased in a filter "sock" and embedded in washed gravel,
however, may also be considered. Alternative drainage systems could also be used.
We recommend routing the subdrains to a sump and pump capable of routing any accumulated
groundwater to a storm sewer or other suitable disposal site.
General waterproofing of basement walls is recommended even with the use of free- draining backfill
because of the potential cost impacts related to seepage after construction is complete.
D.3.b. Selection, Placement and Compaction of Backfill
Unless a drainage composite is placed against the backs of the exterior perimeter basement walls, we
recommend that backfill placed within 2 horizontal feet of those walls consist of sand having less than 50
percent of the particles by weight passing a #40 sieve and less than 5 percent of the particles by weight
passing a #200 sieve. Sand meeting this gradation will need to be imported. We recommend that the
balance of the backfill placed against exterior perimeter walls also consist of sand, though it is our
opinion that the sand may contain up to 20 percent of the particles by weight passing a #200 sieve.
If clay must be considered for use to make up the balance of the below -grade wall backfill (assuming a
drainage composite or sand is placed against the backs of the walls), post - compaction consolidation of
the clay occurring under its own weight can be expected to continue beyond the end of construction. The
'
magnitude of consolidation could amount to between 1 and 3. percent of the clay backfill thickness, or
wall height, and if not accommodated could cause slabs or pavements to settle unfavorably or be
damaged.
Should clay still be considered for use as backfill, however, we further recommend that:
■ The bottoms of the excavations required for basement wall construction are wide enough to
accommodate compaction equipment.
BRAUN
INTERTEC
Lennar Corporation
Project BL -10 -0474.7
December 2, 2010
Page 12
■ Backfill is placed at moisture contents at least equal to, but not more than three percentage
points above, its optimum moisture content.
■ Backfill is placed in loose lifts no thicker than 6 inches prior to compaction.
■ The relative compaction of the backfill is measured through density testing at intervals not
exceeding one test per 50 horizontal feet for each 2 vertical feet of backfill placed.
We recommend a walk behind compactor be used to compact the backf.11 placed within about 5 feet of
the retaining walls and basement walls. Further away than that, a self - propelled compactor can be used.
Compaction criteria for below -grade walls should be determined based on the compaction
recommendations provided above in Section D.I.
Exterior backfill not capped with slabs or pavement should be capped with a low - permeability soil to limit
the infiltration of surface into the backfill. The finished surface should also be sloped to divert
water away from the walls.
D.3.c. Configuring and Resisting Lateral Loads
Basement wall design can be based on active earth pressure conditions if the walls are allowed to rotate
slightly. If rotation cannot be tolerated, then design should be based on at -rest earth pressure conditions.
Rotation up to 0.002 times the wall height is generally required at activate.active earth pressure
conditions when walls are backfilled with sand *. Rotation up to 0.02 times the wall height is required
when walls are backfilled with clay.
* To design for sand backfill, excavations required for wall construction should be wide enough and flat
enough so that sand is present within a zone that (1) extends at least two horizontal feet beyond the
bottom outer edges of the wall footings (the. wall heel, not the stem) and then (2) rises up and away from
the wall at an angle no steeper than 60 degrees from horizontal. We anticipate these geometric conditions
will be met if the excavations meet OSHA requirements for the types of soils likely to be exposed in the
excavation, and the wall footings are cast against wood forms rather than any portion of the excavation.
Recommended equivalent fluid pressures for wall design based on active and at -rest earth pressure
conditions are presented below in Table 3. Assumed wet unit backfill weights, and internal friction angles
are also provided. The recommended equivalent fluid pressures in particular assume a level backfill with
no surcharge —they would need to be revised for sloping backfill or other dead or live loads that are
placed within a horizontal distance behind the walls that is equal to the height of the walls. Our design
values also assume that the walls are drained so that water cannot accumulate behind the walls.
BRAUN
1NTERTEC
1
t
t
1
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 13
Table 3. Recommended Below -Grade Wall Desien Parameters
Resistance to lateral earth pressures will be provided by passive resistance against the retaining wall or
basement wall footings, and by sliding resistance along the bottoms of the wall footings. We recommend
assuming a passive pressure equal to 400 pcf for sands and 320 pcf for clays with sliding coefficients
equal to 0.40 and 0.35, respectively. These values are un- factored. .
DA Interior Slabs
'
DA.a. Moisture Vapor Protection
Equivalent Fluid
Equivalent Fluid
vapor retarder or vapor barrier be place immediately beneath the slab. Some contractors prefer to bury
Wet Unit Weight
Friction Angle
Pressure, Active Case
Pressure, At -Rest Case
BackfflI Soil
(Pcf)
(deg)
(pcf)
(Pcf)
Sand
1 120
1 32
1 40
55
Clay (CL, CL5)
1 125
1 26
1 50
70
Resistance to lateral earth pressures will be provided by passive resistance against the retaining wall or
basement wall footings, and by sliding resistance along the bottoms of the wall footings. We recommend
assuming a passive pressure equal to 400 pcf for sands and 320 pcf for clays with sliding coefficients
equal to 0.40 and 0.35, respectively. These values are un- factored. .
DA Interior Slabs
'
DA.a. Moisture Vapor Protection
If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a
vapor retarder or vapor barrier be place immediately beneath the slab. Some contractors prefer to bury
the vapor retarder or barrier beneath a layer of sand to reduce curling and shrinkage, but this practice
risks trapping water between the slab and vapor retarder or barrier.
barrier floor
Regardless of where the vapor retarder or is placed, we recommend consulting with
covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or
barrier to preserve warranty assurances.
D.4.b. Radon
for be
In preparation radon mitigation systems, we recommend that slabs on grade constructed over a
layer of gas permeable material consisting of a minimum of 4 inches of either clean aggregate, or sand
1
overlain with a geotextile matting suitable for venting the subgrade. The clean aggregate material should
consist of sound rock no larger than 2 inches and no smaller than % inch. Sand should have less than 50
percent of the particles by weight passing a #40 sieve and less than 5 percent of the particles by weight
passing a 9200 sieve.
Above the gas permeable aggregate or sand, a polyethylene sheeting (6 mil minimum) should be placed.
The sheeting should be properly lapped and penetrations through the sheeting sealed. Penetrations
through the slab and foundation walls should also be sealed.
BRAUN
1NTERTEC
1
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 14
D.S. Exterior Slabs
Exterior slabs will likely be underlain with mostly lean clay and sandy lean clay, which are considered
moderately to highly frost susceptible. If these soils become saturated and freeze, unfavorable amounts
of heaving could occur. Grading to direct surface drainage away from buildings helps limit the potential
for saturation and subsequent heaving to occur. Still, even limited amounts of movement can create
tripping hazards. One way to help limit the potential for heaving to occur is to remove frost - susceptible
soils present below the overlying slab "footprints" down to bottom -of- footing grades or to a maximum
depth of 5 feet below subgrade elevation, whichever is least, and replace them with non frost -
susceptible (NFS) backfill consisting of sand having less than 5 percent of the particles by weight passing a
#200 sieve.
If the banks of excavations to remove frost - susceptible soils from below exterior slabs are not sloped,
abrupt transitions between frost - susceptible and NFS backfill will exist along which unfavorable amounts
of differential heaving may still occur. Such transitions could exist between exterior slabs and pavements,
between slabs and sidewalks, and along the slabs themselves should excavations be confined only to the
building entrances. NSF backfill is also likely to be more permeable than the soils it replaces, and so can
also trap infiltrating surface drainage and groundwater that can contribute to heaving at transitions. To
address these issues, we recommend:
■ Sloping the banks of excavations to remove frost - susceptible soils at a 3:1
(horizontal:vertical) or flatter gradient.
■ Sloping the bottoms of the excavations to drain away from the building.
Installing perforated drainpipes along the bottom outer edges of the excavations to collect
and dispose of surface drainage and groundwater that could otherwise accumulate within
the backfill and contribute to heaving.
One alternative for reducing frost - related heave is to place at least 2 inches of extruded polystyrene
foam insulation below the slabs and extend it approximately 4 feet beyond the outer edges of the slabs.
The insulation may have to be buried below a cushion of sand or gravel to protect it during construction.
Another alternative is to support the slabs on frost -depth footings, and suspending the slabs at least 4
inches above the underlying subgrade soils to accommodate heaving without it affecting the slabs.
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 15
D.6. Pavements
D.6.a. Subgrade Proof -Roll
Prior to placing aggregate base material, we recommend proof - rolling pavement subgrades to determine
if the subgrade materials are loose, soft or weak, and in need of further stabilization, compaction or
subexcavation and recompaction or replacement. A second proof -roll should be performed after the
aggregate base material is. in place, and prior to placing bituminous or concrete pavement.
' D.6.b. Design Sections
Laboratory tests to determine an R -value for pavement design were not included in the scope of this
Project. Based on our experience with similar projects in the area, however, it is our opinion that an R-
value of 10 can be assumed for design purposes.
Based upon the aforementioned traffic loads and an R -value of 10, we recommend a bituminous
pavement section that includes a minimum of 31/2 inches of bituminous pavement (a 11/2 -inch surface
course over a 2 -inch base course) over 8 inches of aggregate base material and 18 inches of sand
' subbase.
' The above pavement designs are based upon a 20 7year performance life. This is the amount of time
before major reconstruction is anticipated. This performance life assumes maintenance, such as seal
coating and crack sealing, is routinely performed. The actual pavement life will vary depending on
variations in weather, traffic conditions and maintenance.
D.6.c. Materials and Compaction
We recommend specifying crushed aggregate base meeting the requirements of Minnesota Department
of Transportation (Mn /DOT) Specification 3138 for Class 5. We recommend that the bituminous wear
and base courses meet the requirements of Specifications 2360.
We recommend that the aggregate base be compacted to a minimum of 100 percent of its maximum
standard Proctor dry density. We recommend that the bituminous pavement be compacted to at least 92
percent of the maximum theoretical Rice density.
1 D.6.d. Subgrade Drainage
We recommend installing perforated drainpipes throughout pavement areas at low points and about
catch basins. The drainpipes should be placed in small trenches extended at least 8 inches below the
granular subbase layer (if utilized) — or aggregate base material where no subbase is present.
BRAUN
INTERTEC
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 16
D.7. Utilities
D.7.a. Subgrade Stabilization
We anticipate that utilities can be installed per manufacturer bedding requirements. If localized soft
areas are encountered at pipe invert elevations, we recommend placing a stabilizing aggregate beneath
the pipe. The depth of the aggregate bedding will vary, however, a minimum of 6 inches and a maximum
of 2 feet is commonly used. This should be evaluated in the field at the time of installation.
D.7.b. Selection, Placement and Compaction of Backfill
We recommend selecting, placing and compacting utility backfill in accordance with the
recommendations provided above in Section D.I.
D.S. Construction Quality Control
D.B.a. Excavation Observations
We recommend having a geotechnical engineer observe all excavations related to subgrade preparation
and spread footing, slab -on -grade and pavement construction. The purpose of the observations is to
evaluate the competence of the geologic materials exposed in the excavations, and the adequacy of
required excavation oversizing.
D.B.b. Materials Testing
We recommend density tests be taken in excavation backfill and additional required fill placed below
spread footings, slab -on -grade construction, beside foundation walls, behind basement walls, behind
retaining walls, and below pavements.
We recommend Marshall tests on bituminous mixes to evaluate strength and air voids, and density tests
to evaluate compaction.
We also recommend slump, air content and strength tests of Portland cement concrete.
D.B.c. Pavement Subgrade Proof -Roll
We recommend that proof - rolling of the pavement subgrades be observed by a geotechnical engineer to
determine if the results of the procedure meet project specifications, or delineate the extent of
additional pavement_subgrade preparation work.
BRAUN
INTERTEC
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 17
D.8.d. Cold Weather Precautions
If site grading and construction is anticipated during cold weather, all snow and ice should be removed
from cut and fill areas prior to additional grading. No fill should be placed on frozen subgrades. No frozen
soils should be used as fill.
Concrete delivered to the site should meet the temperature requirements of ASTM C 94. Concrete
should not be placed on frozen subgrades. Concrete should be protected from freezing until the
necessary strength is attained. Frost should not be permitted to penetrate below footings.
E. Procedures
E.1. Penetration Test Borings
The penetration test borings were drilled with an all terrain - mounted core and auger drill equipped with
hollow -stem auger. The borings were performed in accordance with ASTM D 1586. Penetration test
samples were taken at 21/2- or 5 -foot intervals. Actual sample intervals and corresponding depths are
shown on the boring logs.
E.2. Material Classification and Testing
E.2:a. Visual and Manual Classification
The geologic materials encountered were visually and manually classified in accordance with ASTM
Standard Practice D 2488. A chart explaining the classification system is attached. Samples were placed in
jars or bags and returned to our facility for review and storage.
E.2.b. Laboratory Testing
The results of the laboratory tests performed on geologic material samples are noted on or follow the
appropriate attached exploration logs. The tests were performed in accordance with ASTM or AASHTO
procedures.
E.3. Groundwater Measurements
The drillers checked for groundwater as the penetration test borings were advanced, and again after
auger withdrawal. The boreholes were then immediately backfilled.
IINICIRIL.L.
F.1.b. Groundwater Levels
Groundwater measurements were made under the conditions reported herein and shown on the
exploration logs, and interpreted in the text of this report. It should be noted that the observation
periods were relatively short, and groundwater can be expected to fluctuate in response to rainfall,
flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal
and annual factors.
F.2. Continuity of Professional Responsibility
F.2.a. Plan Review
This report is based on a limited amount of information, and a number of assumptions were necessary to
help us develop our recommendations. It is recommended that our firm review the geotechnical aspects
of the designs and specifications, and evaluate whether the design is as expected, if any design changes
have affect ed the validity of our recommendations, and if our recommendations have been correctly
interpreted and implemented in the designs and specifications.
F.2.b. Construction Observations and Testing ■
It is recommended that we be retained to perform observations and tests during construction. This will
allow correlation of the subsurface conditions encountered during construction with those encountered
by the borings, and provide continuity of professional responsibility.
BRAD
INTERTEC
Lennar Corporation
Project BL -10 -09747
December 2, 2010
i
Page 18
F. Qualifications
F.1. Variations in Subsurface Conditions
F.i.a. Material Strata
Our evaluation, analyses and recommendations were developed from a limited amount of site and
subsurface information. It is not standard engineering practice to retrieve material samples from
exploration locations continuously with depth, and therefore strata boundaries and thicknesses must be
inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary
in depth, elevation and thickness away from the exploration locations.
Variations in subsurface conditions present between exploration locations may not be revealed until
'
additional exploration work is completed, or construction commences. If any such variations are
revealed, our recommendations should be re- evaluated. Such variations could increase construction
costs, and a contingency should be provided to accommodate them.
F.1.b. Groundwater Levels
Groundwater measurements were made under the conditions reported herein and shown on the
exploration logs, and interpreted in the text of this report. It should be noted that the observation
periods were relatively short, and groundwater can be expected to fluctuate in response to rainfall,
flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal
and annual factors.
F.2. Continuity of Professional Responsibility
F.2.a. Plan Review
This report is based on a limited amount of information, and a number of assumptions were necessary to
help us develop our recommendations. It is recommended that our firm review the geotechnical aspects
of the designs and specifications, and evaluate whether the design is as expected, if any design changes
have affect ed the validity of our recommendations, and if our recommendations have been correctly
interpreted and implemented in the designs and specifications.
F.2.b. Construction Observations and Testing ■
It is recommended that we be retained to perform observations and tests during construction. This will
allow correlation of the subsurface conditions encountered during construction with those encountered
by the borings, and provide continuity of professional responsibility.
BRAD
INTERTEC
Lennar Corporation
Project BL -10 -09747
December 2, 2010
Page 19
F.3. Use of Report
This report is for the exclusive use of the parties to which it has been addressed. Without written
approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses
and recommendations may not be appropriate for other parties or projects.
FA Standard of Care
In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under
similar circumstances by reputable members of its profession currently practicing in the same locality. No
warranty, express or implied, is made.
BRAUN
INTERTEC
Appendix
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BRAUN'
INTERTEC
LOG OF BORING
Braun Project BL -10 -09747
BORING: ST -1
GEOTECHNICAL EVALUATION
LOCATION: See attached sketch.
Proposed Residential Development
Lyman Boulevard and Lake Riley Boulevard
Chanhassen, Minnesota
DRILLER: S. Briggs
METHOD: 3114" l-ISA, Autohammer
DATE: 11/15/10
SCALE: 1" =
Elev.
feet
Depth
feet
Description of Materials
BPF
WL
MC
Tests or Notes
917.5
0.0
Symbol
(Soil -ASTM D2488 or D2487, Rock -USAGE EM1110 -1 -2908)
%
FILL
FILL: Lean Clay with Sand, brown with a trace of
black, wet.
915.5
2.0
FILL
FILL: Lean Clay, with Organics and Roots, dark brown
and black, wet.
10
7
4
5
904.5
13.0
8
CL
LEAN CLAY, brown, wet, medium to rather stiff.
_
(Glacial Till)
11
32
PL = 50
PI 32
899.5
18.0
CL
SANDY LEAN CLAY, with a trace of Gravel, brown,
_
wet, stiff.
(Glacial Till)
15
896.5
21.0
END OF BORING.
Water not observed with 19 112 feet of hollow -stem
_
auger in the ground.
—
Water not observed to cave-in depth of 17 112 feet
immediately after withdrawal of auger.
Boring immediately backfilled.
BL -10 -09747 tnun intertec uorporawn ai -i page rvw
BRAUN
INTERTEC
LOG OF BORING
Braun Project .BL -10 -09747
BORING: ST -2
GEOTECHNICAL EVALUATION
LOCATION: See attached sketch.
Proposed Residential Development
Lyman Boulevard and Lake Riley Boulevard
Chanhassen, Minnesota
DRILLER: S. Briggs
METHOD: 31/4" HSA, Autohammer
DATE: 11/15/10
SCALE: 1" = 4'
Elev.
feet
Depth
feet
Description of Materials
BPF
WL
MC
PP
Tests or Notes
889.0
0.0
Symbol
(Soil ASTM D2488 or D2487, Rock - USACE EMI 110
%
%
CL
LEAN CLAY with SAND, with a trace of Organics, dark
_
brown and black, wet.
(Topsoil)
886.0
3.0
7
CL
SANDY LEAN CLAY, with seams of Silty Sand, brown,
_
wet, medium.
884.0
5.0
(Glacial Till)
5
24
1
CL
LEAN CLAY with SAND, brown, wet, rather soft.
_
(Glacial Till)
882.0
7.0
CL
SANDY LEAN CLAY, with a trace of Gravel, grayish
I _
brown mottled with rust, wet, rather soft.
4
25
1/4
(Glacial Till)
879.0
10.0
5
1/2
CL
SANDY LEAN CLAY, with a trace of Gravel, brown,
_
wet, rather soft.
I-
(Glacial Till)
6
with lenses of Silty Sand at 13 feet.
874.0
15.0
4
SM
SILTY SAND, fine- to medium - grained, with layers of
_
Lean Clay and Poorly Graded Sand, brown, wet, very
loose to loose.
(Glacial Till)
5
868.0
21.0
END OF BORING.
Water not observed with 19 1/2 feet of hollow -stem
auger in the ground.
—
Water not observed to cave -in depth of 15 feet
immediately after withdrawal of auger.
_
Boring immediately backfilled.
DL 1V - V� /4!
Di Gllll 111ICIlCG WIVUFtlL[U[l
BRAUN"
INTERTEC
LOG OF BORING
Braun Project BL -10 -09747
BORING: ST -3
GEOTECHNICAL EVALUATION
LOCATION: See attached sketch.
Proposed Residential Development
Lyman Boulevard. and Lake Riley Boulevard
Chanhassen, Minnesota
DRILLER:
METHOD:
DATE:
SCALE: 1 11 =4!
Elev.
feet
Depth
feet
Description of Materials
p
BPF
WL
MC
Tests or Notes
879.1
0.0
Symbol
(Soil- ASTM D2488 or D2487, Rock -USACE EM1110-1 -2908)
%
CL
LEAN CLAY, with Organics and Roots, dark brown and
_
black, wet.
(Slopewash and Topsoil)
4
—
3
An open triangle in the
water level (WL) column
indicates the depth at
_
which groundwater was
observed while drilling.
2
Groundwater leves
fluctuate.
869.1
10.0
3
21
CL
LEAN CLAY, with a layer of Clayey Sand, gray, wet,
_
soft.
(Alluvium)
867.1
12.0
SM
':
SILTY SAND, fine- to medium- grained, with layers of
Lean Clay with Sand, brown, wet, medium.
13
(Glacial Till)
—
16
861.1
18.0
CL
SANDY LEAN CLAY, with a trace of Gravel, gray, wet,
_
stiff.
(Glacial Till)
13
858.1
21.0
END OF BORING.
Water observed at 91/2 feet while drilling.
Water observed at 151/2 feet with 19112 feet of
hollow -stem auger in the ground.'
—
Water observed at 5 feet with cave -in depth of 12 1/2
feet immediately after withdrawal of auger.
Boring immediately backfilled.
CT _7 -.inn 1 n
0
0
N
n
z
m
BL -10 -09747 - araun mreireu wyutaua
BRAUN
INTERTEC
LOG OF BORING
Braun Project BL -10 -09747
BORING: ST -4
GEOTECHNICAL EVALUATION
LOCATION: See attached sketch.
Proposed Residential Development
Lyman Boulevard and Lake Riley Boulevard
Chanhassen, Minnesota
DRILLER:
METHOD:
DATE:
SCALE: V = 4'
Elev.
feet
Depth
feet
Description of Materials
BPF
WL
MC
Tests or Notes
914.7
0.0
Symbol
(Soil- ASTM D2488 or D2487, Rock -USAGE EMI 110-1-2908)
%
FILL
FILL: Silty Sand, fine- to medium - grained, with a trace
913.7
1.0
of Gravel, dark brown.
FILL
FILL: Poorly Graded Sand with Silt, fine- to
—
medium - grained, with lenses of Silty Sand, with
inclusions of Clayey Sand, with a trace of grass, brown
7
—
and dark brown, moist to wet.
2
907.7
7.0
SM
.`:
SILTY SAND, fine- to medium - grained, with a trace of
Gravel, brown, moist, medium dense.
14
10
p200 = 17
(GlacialOutwash)
905.7
9.0
CL
SANDY LEAN CLAY, with lenses of Poorly Graded
Sand and Silt, brown, moist to wet, stiff to rather stiff,
(Glacial Till)
13
11
899.7
15.0
8
CL
SANDY LEAN CLAY, with a trace of Gravel, gray, wet,
medium to rather stiff.
(Glacial Till)
9
893.7
21.0
END OF BORING.
Water not observed with 19112 feet of hollow -stem
—
auger in the ground.
—
Water not observed to Cave -in depth of 18 feet
immediately after withdrawal of auger.
—
Boring immediately backfilled.
a
c
c
C
a
a
V
DL 1tYV7 / 1 f/
MUM 111MULM; W1PUJdt1VI1
BRAUN="
INTFRTFC
LOG OF BORING
Braun Project BL -10 -09747
BORING: ST -5
GEOTECHNICAL EVALUATION
LOCATION: See attached sketch.
Proposed Residential Development
Lyman Boulevard and Lake Riley Boulevard
Chanhassen, Minnesota
DRILLER: M. Takada
METHOD:
DATE: 11/16/10
SCALE: 1" =4'
Elev.
feet
feet
Depth
feet
Descri tion of Materials
p
BPF
WL
MC
Tests or Notes
0.0
Symbol
(Soil- ASTM D2488 or D2487, Rock -USACE EM1110 -1 -2908)
CL
CL
M
LEAN CLAY, with Organics, dark brown, wet_
A (Topsoil)
—
SANDY LEAN CLAY, with a trace of Gravel, brown,
—
wet, rather stiff to very stiff.
(Glacial Till)
10
21
14
16
10
19
No sample recovered.
892.9
12.0
CL
SANDY LEAN CLAY, with a trace of Gravel, grayish
_
brown to gray, wet, rather stiff.
12
(Glacial Till)
11
i
885.9
19.0
SP-
'::
POORLY GRADED SAND with SILT, fine- to
SM
::"
medium- grained, with a trace of Gravel, brown, moist
medium dense.
27
883.9
21.0
(GlacialOufwash)
END OF BORING.
Water not observed with 19112 feet of hollow -stem
—
auger in the ground.
Water observed at 16 feet with cave -in depth of 17 feet
immediately after withdrawal of auger.
_
Boring immediately backfilled.
d
I-
z
a
a
a
BRAUN
INTERTEC
LOG OF BORING
Braun Project BL -10 -09747
BORING: ST -6
GEOTECHNICAL EVALUATION
LOCATION: See attached sketch.
Proposed Residential Development
Lyman Boulevard and Lake Riley Boulevard
Chanhassen, Minnesota
DRILLER: M. Takada
METHOD:
DATE: 11!16110
SCALE: 1" = 4'
Elev.
Depth
feet
feet
Description of Materials
BPI=
WL
MC
PP
Tests or Notes
918.4
0.0
Symbol
(Soil- ASTM D2488 or D2487, Rock -USACE EM1110 -1 -2908)
CL
LEAN CLAY, with Organics, dark brown, wet.
(Topsoil)
—
CL
LEAN CLAY, brown, wet, stiff to rather stiff.
—
(Glacial Till)
13
30
1.1/2
9
37
1
911.4
7.0
CL
SANDY LEAN CLAY, with a trace of Gravel, brown,
_
wet, medium to very stiff.
8
(Glacial Till)
10
20
9
900.4
18.0
SC
CLAYEY SAND, with a trace of Gravel, brown, moist,
_
stiff.
(Glacial Till)
16
897.4
21.0
END OF BORING.
Water not observed with 19 1/2 feet of hollow -stem
—
auger in the ground.
—
Water not observed to cave -in depth of 17 feet
immediately after withdrawal of auger.
Boring immediately backfilled.
0L- 1V-UV /4/
DI d Uf 7 11 pCI 106 1.r V I F/U1 G W l i
BRAUN`
I NTE RTEC
LOG OF BORING
Braun Project BL 10- 09747
BORING: ST -7
G EOTECHN [CAL -EVALUATION
LOCATION: See attached sketch.
Proposed Residential Development
Lyman Boulevard and Lake Riley Boulevard
Chanhassen, Minnesota
DRILLER: S. Briggs
METHOD:
DATE: 11115/10
SCALE: 1" =4'
Elev.
feet
Depth
feet
Description of Materials
p
BPF
WL
MC
Tests or Notes
905.6
0.0
Symbol
(Soil- ASTM D2488 or D2487, Rock -USAGE EM1110 -1 -2908)
FILL
FILL: Lean Clay, brown, wet.
903.6
2.0
FILL
FILL: Silty Sand, fine- to medium - grained, with lenses
_
of Lean Clay and a trace of grass, dark brown and
9
gray, wet.
901.6
4.0
CL
LEAN CLAY, with lenses of Silty Sand, brown, wet, stiff
to rather stiff.
(Glacial Till)
13
12
40
'. 895.6
10.0
10
CL
LEAN CLAY with SAND, brown, wet, rather stiff.
_
(Glacial Till)
;–
12
No sample recovered.
–
,
1-
890.6
15.0
10
'
CL
SANDY LEAN CLAY, with a trace of Gravel, brown,
> _
wet, rather stiff to very stiff.
(Glacial Till)
27
884.6
21.0
END OF BORING.
Water not observed with 191/2 feet of hollow-stem
_
auger in the ground.
–
Water not observed to cave -in depth of 13 1/2 feet
r —
immediately after withdrawal of auger.
r
i
Boring immediately backfilled.
,
I
CT_7 nnnn 1 of 1
BL - 10 C�aun mwnec w,Nwau n,
B Rau N s"
I NTE RTEC
LOG OF BORING
Braun Project BL -10 -09747
BORING: $T.:$
GEOTECHNICAL EVALUATION
LOCATION: See attached sketch.
Proposed Residential Development
Lyman Boulevard and Lake Riley Boulevard
Chanhassen, Minnesota
DRILLER: M. Takada
METHOD:
DATE: 11/16/10
SCALE: 1
Elev.
feet
Depth
feet
Description of Materials
gpF
WL
MC
PP
Tests or Notes
888.6
0.0
Symbol
(Soil -ASTM D2488 or D2487, Rock -USAGE EMI 110-1-2908)
%
ov a
CL
LEAN CLAY, with Organics, black and dark brown, wet.
_
(Slopewash or Topsoil)
6
5
881.6
7.0
CL
LEAN CLAY, light gray mottled with rust, wet, medium
to rather soft
7
28
1 112
(Glacial Till)
4
46
114
876.6
12.0
.CL
LEAN CLAY, gray, wet, medium.
_
(Glacial Till)
7
1
873.6
15.0
2
Q
24
P200 = 6.5%
SP-
'::..
POORLY GRADED SAND with SILT, fine- to
_
SM
::"
medium- grained, with a trace of Gravel, brown to gray,
waterbearing, very loose to medium dense.
(Glacial Outwash)
A
15
867.6
21.0
END OF BORING.
Water observed at 15 feet while drilling.
Water observed at 17 feet with 19 1/2 feet of
—
hollow-stem auger in the ground.
Water observed at 16 feet immediately after withdraws
_
of auger.
Boring immediately backfilled.
DL-IV /Y/
OIQUI1IIItCJLR WIFUIGUUII
BRAUN" LOG OF BORING
IIQTP9TFC
Braun Project BL -10 -09747
BORING: ST -9
GEOTECHNICAL EVALUATION
LOCATION: See attached sketch.
Proposed Residential Development
Lyman Boulevard and Lake Riley Boulevard
Chanhassen, Minnesota
DRILLER: M. Takada
METHOD:
DATE: 11/16110
SCALE: 1
Elev.
feet
Depth
feet
Description of Materials
BPF
WL
MC
PP
Tests or Notes
904.1
0
Symbol
(Soil- ASTM D2488 or D2487, Rock -USACE EM1110 -1 -2908)
%
%
CL
LEAN CLAY, with Organics, dark brown, wet.
(Topsail)
–
CL
LEAN CLAY, with seams of Silty Sand, brown, wet,
–
medium.
(Glacial Till)
6
38
1 112
900.1
4.0
CL
LEAN CLAY with SAND, brown, wet, medium.
—
(Glacial Till)
7
23
1 112
'• 897.1
7.0
CL
SANDY LEAN CLAY, with a trace of Gravel, brown
mottled with rust, wet, medium to stiff.
8
_
'
(Glacial Till)
i
—
10
e
i
i
g
s–
u
9
D
—
u
u —
u
0
—
13
883.1
21.0
END OF BORING.
Water not observed with 19 112 feet of hollow -stem
_
auger in the ground.
5 –
Water observed at 17 feet immediately after withdrawal
3
J
of auger.
" —
Boring immediately backfilled.
c —
0
r
7
-
Y
J
a
7
7
ST -9 oaae 1 of 1
BL -10 -09747
BRAYN'm LOG OF BORING
INTERTEC
N
' O
m
' o
c
0
m
C
A
w
m
d
N
O
O
C
d
.
rn
N
0
z
s
m
a
0
' Z
0
0
9
Braun Project BL -10 -09747
BORING: ST -10
GEOTECHNICAL EVALUATION
LOCATION: See attached sketch.
Proposed Residential Development
Lyman Boulevard and Lake Riley Boulevard
Chanhassen, Minnesota
DRILLER: M. Takada
METHOD:
DATE: 11/16/10
SCALE: 1" = 4'
Elev.
feet
Depth
feet
Description of Materials
BPF
WL
MC
PP
Tests or Notes
884.9
0.0
Symbol
(Soil- ASTM D2488 or D2487, Rock -USACE EM1 110-1 -2908)
ak
oh
CL
LEAN CLAY, with Organics, dark brown, wet.
_
(Topsoil)
881.9
3.0
$
CL
LEAN CLAY, gray, wet, medium.
880.9
4.0
(Glacial Till)
CL
LEAN CLAY, brown, wet, medium.
—
(Glacial Till)
6
38
1 112
877.9
7.0
SL
CL
LEAN CLAY with SAND, brown, wet, medium.
(Glacial Till)
7
35
2
874.9
10.0
7
CL
SANDY LEAN CLAY, with a trace of Gravel, brown,
wet, medium to very stiff.
(Glacial Till)
18
869.9
15.0
22
CL
SANDY LEAN CLAY, with a trace of Gravel, gray, wet,
very stiff to stiff.
(Glacial Till)
1
15
863.9
21.0
END OF BORING.
Water observed at 18112 feet with 19112 feet of
_
hollow -stem auger in the ground.
—
Water observed at 7 feet with cave -in depth of 13 feet
immediately after withdrawal of auger.
Boring immediately backfilled.
' BL-10- 09747. Braun Intertec Corporation ST 10 page 1 of I
BRAUN
[NTERTEC
Standard D 2487 -00
Classification of Soils for Engineering Purposes
Unifi Soil C S
Criteria for Assigning Group Symbols and
Sorts Classification
Group
Symbol
b
Group Name
Group Names Using Laboratory Tests'
c
Gravels
Clean Gravels
C �t 4 and 11< C. < 3 `
GW
Well- graded gravel°
o More
than 50 of
5 °h or less fines °
C ° < 4 and/or 1 > C 3 °
GP
Poorly graded gravel °
y e m
.0 m
Coarse fraction
retained on
Gravels with Fines
Fines class) as ML or MH
GM
Sil ravel °
Fines classify as CL or CH
GC
CI ravel °ra
o
N..4 sieve
More than 12% fines °
m u N
Sands
Clean Sands
C.2 6 and 1 < C. S3 a
SW
Well- graded sand ^
=z
0% or more of
5% or iess fines r
C„ < 6 and/or 1 > C ° > 3 e
SP
Poorly graded sand ^
„ .
c
coarse fraction
Sands with F'mes
Fines classify as ML or MH
SM
Silty sand r P h
0
E
passes
No. 4 sieve
More than 12% 1
r Fines classify as CL or CH
SC
CI sand r P^
m
LilOrganlC
PI > 7 and plots on or above 'A' liner
CL
Lean k I m
PI < 4 or plots below'A" finer
ML
Silt k I m
':S
o
Sifts and Clays
m m
2 2
Liquid limit less than 50
anic
Liquid limit -oven dried < 0.75
OIL
day k I m n
m 0. °'
Liquid fimit- not dried
OIL
Organic SIR k I m o
g c
Silts and cla
inorganic
PI plots on or above'A" line
CH
Fat clay k r m
MH
k I m
m `o z
Liquid timid
Pt plots below line
�
Elastic silt
Or
Liquid limit -oven dried < 0.7 5
OH
Organic day k " P
ri a
50 or more
Lai uid Limit -not dried
H
Or ic silt k I m q
Highly Organic Soils
Primarily organic matter, dark in color and organic odor
Rr
Peat
Based ontamaterlal passing to 34n (75mm)6eva
If field sample contartred cobbles or boulders, or both, add with cobbles or boulders or both' to group name.
Cu = Desl D» C v (Da?
D
tsoi contans—�15 %amid. adtd' wg h sand to group name.
Gravelswith 5 to 12%finesreWiredual symboLr
GWGM well-graded grave] with at
GW.GC we"raded gravel with day
GP-GM poody graded gravel with sit
GP-GC poorly graded gravel wth day
If fries classify as CL-W, use dual symbol GC-GM or SC-SM.
Iffnesare organrq add"wiat organicfinee to group name.
If sail contains 215% gravel, add - with gravel' to group name.
Ssndswilh 5to 12%fines reWYedualaymbols:
S VVSM well- graded sand with sit
SVV SC wet-graded sand wlM day
SP -SM poorly graded sand with sit
SP-SC poorly graded sand with day
ifAtlerberg remits plot in hatched area, soil is a CL-ML, city day.
tsoil confabs 10 to2g%plus No.200, add Vithsand'or - MM graverwHdteverispredomfnant
tsol mnlahs230% plus No. 200, predorninandysand, add'sady'to WoV name.
tsoico 30% plus No. 200predornirw* gravel, add'gravehy'to group name.
Pt 2 4 and plots on or above A' line.
R <4 or plots below 'A' fria.
Pt plats on or above A' rme.
Pt plots below 'A' line.
50
d 40
X
= 30
l-3
v
N 20
ea
d
7
4
0
0
10 16 20 30 40 50 60 70 80 90 100 110
Descrip#ive Terminology of Soil
Particle Size Identification
Boulders .... ...........................
Liquid Limit (LL)
Cobbles ...............................
3'to 12'
Laboratory Tests
DD
Dry density, pet
OC Organiccontenl,%
WD
Wet density, pef
S Percent of saturation, %
MC
Natural moisture content, %
SG Specificgravity
LL
Ligiuid firth, %
C Cohesion, pat
PL
Plastic limit,%
0 Angle of Internaliridion
Pl
Plasticity index, %
qu Unconfined compressive strength, psf
P200
% passing 200 sieve
qp Pocket penetrometer strength, tsf
Descrip#ive Terminology of Soil
Particle Size Identification
Boulders .... ...........................
over 12"
Cobbles ...............................
3'to 12'
Gravel
Dense ....... ...............................
Coarse ............................
314" to 3'
Fine .. ...............................
No. 4 to 314'
Sand
0 to 1 BPF
Coarse............................
No. 4 to No. 10
Medium ...........................
No. 10 to No. 40
Fine .. ...............................
No. 40 to No. 200
Sill ........ ...............................
<No. 200, PI < 4 or
Sffff ........ ...............................
below'A' line
Clay .. ...............................
<No. 200, PIZ 4 and
Hard ............ ...........................
on orabove "A 'One
I
°
■....■
H� I'MO M PO ' N ONOHIMME■E■
1
�
Descrip#ive Terminology of Soil
Particle Size Identification
Boulders .... ...........................
over 12"
Cobbles ...............................
3'to 12'
Gravel
Dense ....... ...............................
Coarse ............................
314" to 3'
Fine .. ...............................
No. 4 to 314'
Sand
0 to 1 BPF
Coarse............................
No. 4 to No. 10
Medium ...........................
No. 10 to No. 40
Fine .. ...............................
No. 40 to No. 200
Sill ........ ...............................
<No. 200, PI < 4 or
Sffff ........ ...............................
below'A' line
Clay .. ...............................
<No. 200, PIZ 4 and
Hard ............ ...........................
on orabove "A 'One
Relative Density of
Coheslontess Soils
Very loose . ...............................
0 to 4 BPF
Loose ........ ...............................
5 to 10 BPF
Medium dense .........................
11 to 30 BPF
Dense ....... ...............................
31 to 50 BPF
Very dense ...............................
over 50 BPF
Consistency of Cohesive Soils
Very soft .... ...............................
0 to 1 BPF
Soft ........ ...............................
2 to 3 BPF
Rather soft ...............................
4 to 5 BPF
Medium ..... ...............................
6 to 8 BPF
Rather stiff ...............................
9 to 12 BPF
Sffff ........ ...............................
13 to 16 BPF
Very sW .... ...............................
17 to 30 BPF
Hard ............ ...........................
over 30 BPF
Drilling Notes
Standard penetration test borings were advanced by 31/4' or 6114'
ID hollow -stem augers unless noted otherwise, Jetting water was used
to dean out auger prior to sampling only where indicated on logs.
Standard penetration test borings are designated by the prefix "Sr
(SpIR Tube). All samples were taken with the standard 2' OD spilt -tube
sampler, except where noted.
Power auger borings were advanced by 4' or IF diameter confinuous-
flight, solid-stern augers. Soil dessifications and strata depths were in-
ferred from disturbed samples augered to the surface and are, therefore,
somewhat approximate. Power auger borings are designated by the
prefix "B.'
Hand auger borings were advanced manually with a 1 1/2" or 3 1/4"
diameter auger and were limited to the depth from whit hthe auger could
be manually withdrawn. Hand auger borings are indicated by the prefix
"H'
BPF: Numbers indicate blows per foot recorded in standard penetration
test, also (mown as If value. The sampler was set 6' into undisturbed
sot below the hollow -stem auger. Driving resistances were then counted
for second and third 6' increments and added to get BPF. Where they
ddfered significantly, they are reported in thefollowing form: 2112 forthe
second and third W increments, respectively.
WH: WHlndicatesthe sampler penetrated scil underweight ofhammer
and rods alone; driving not required.
WR: WR indleafes the sampler penetrated soil under weight of rods
alone; hammer weight and driving not required.
TW indicates thin-walled (undisturbed) tubesample,
Note: All tests were run in general accordance with applicable ASTM
standards.
RevMD7