West Park Project Specification _Construction Set (2nd Add.)11-29-17
PROJECT SPECIFICATION
WEST PARK
SECOND ADDITION
GRADING, STREET AND UTILITY IMPROVEMENTS
November 29th, 2017
233 PARK AVENUE SOUTH
SUITE 300
MINNEAPOLIS, MN 55415
PHONE (612) 758-3080
FAX (612) 758-3099
PROJECT SPECIFICATION
WEST PARK
GRADING, STREET AND UTILITY IMPROVEMENTS
CITY OF CHANHASSEN,
CARVER COUNTY, MINNESOTA
November 29th, 2017
Plans and Specifications Prepared for:
Pulte Homes
7500 Flying Cloud Drive, Ste. 670
Eden Prairie, MN 55344
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.
Mark Rausch, P.E.
Date:____11/29/2017___ Lic. No._____43480______
GENERAL INDEX
Special Provisions 1-3
Temporary Erosion and Sediment Control 01 5713-1 to 01 5713-3
Demolition 02 4100-1 to 02 4100-6
Site Clearing 31 1000-1 to 31 1000-6
Grading 31 2200-1 to 31 2200-11
Seeding and Sodding 32 9219-1 to 32 9219-8
Plants 32 9300-1 to 32 9300-8
City of Chanhassen 2017 Standard Specifications and Detail Plates
Cover 1
Revisions 1-4
Title Page 1
Street Construction Specifications 1-98
Sanitary and Storm Sewer Specifications 1-61
Landscape Specifications 1-28
Watermain Specifications 1-59
Alliant Engineering, Inc. West Park
Proj. #216-0199 Chanhassen, MN
TRENCHING
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SPECIAL PROVISIONS
Nov. 29th, 2017 Page 1
SPECIAL PROVISIONS
These special provisions shall be used in conjunction with the City of Chanhassen Standard
Specifications and Detail Plates, City Engineers Association of Minnesota (CEAM), and MNDOT
specifications. The items listed in this section are specific to the project and shall be only used as an
addendum to these three specifications.
1.01 SCOPE
A. Work Includes:
The construction of the West Park Second Addition subdivision including: temporary erosion
control, utility installations, roadway improvements, and landscaping per the City of
Chanhassen specifications, construction plans, and this project specification.
• Access to the parcel during construction will be from the existing road dead end at the
intersection of Lake Susan Dr. and Waters Edge Dr.
• Demolition/construction shall not, at any time restrict access to the existing parking lot for
Gateway Place Apartments.
• Temporary drainage ditches/pipes shall be removed and final grading shall be completed
per plans.
• All perimeter erosion control devices, tree protection fencing, and, as necessary, traffic
control devices shall be installed/fixed prior to construction activities. Any additional
erosion control devices required for utility and roadway installations shall be installed prior
to that work commencing.
• Street and utility contractor to work in coordination with private utility installers on phone,
gas, electric, cable, etc. for installation of necessary conduits. Joint trenching is to be
utilized whenever possible.
• All public and private in-place infrastructure including roads, trails, sidewalks, landscaping
areas, etc. impacted or damaged as a result of construction shall be restored/replaced back
to existing conditions in accordance with City specifications and details.
• All work shall be completed in accordance with the proposed construction documents and
all applicable standard specifications as set forth here-in and in accordance with the City of
Chanhassen’s specifications and detail plates.
• The development project requires roadway and utility connection points within existing
public utilities along the west edge of the parcel. Coordination may be required with private
utility companies, the City of Chanhassen, and MNDOT to verify the utility locations,
elevations, etc. The contractor to contact project engineer if any field conditions conflict
with information depicted on the plans.
B. Contractor's Duties:
1. Provide and pay for: Labor, materials, and equipment; tools, construction equipment, and
machinery; water, heat, and utilities required for construction. Pay for all utility connection
fees, meters and remote meters as specified or required.
2. Pay legally required sales, consumers and use taxes.
3. Provide required insurance.
4. Give required notices. The Contractor shall give advance notice in writing to the Owner
and the Engineer of all meetings, communications and inspections relative to the project
involving governmental agencies. The Engineer and Owner’s Representative may attend
all meetings and inspections. The Contractor shall inspect the Work of all subcontractors
and shall coordinate and verify completion of the Work and the correction of any
Alliant Engineering, Inc. West Park
Proj. #216-0199 Chanhassen, MN
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substandard, damaged or nonconforming Work prior to inspection and punchlist by the
Owner’s Construction Inspector.
5. Comply with codes, ordinances, rules, regulations, orders and other legal requirements of
public authorities that bear on performance of work.
6. Enforce strict discipline and good order among employees. Do not employ unfit persons or
persons not skilled in assigned task.
7. Provide site security including temporary fences and barricades.
8. Obtain all required government, utility companies and other agency approvals for layout,
equipment, etc.
9. Coordination of work with other trades and prompt notification of requirements effecting
execution of work.
10. Contractor shall keep a competent representative on the Work during the execution of any
of the Contractor’s Work at the Jobsite. Representative shall be given power to act and to
receive instruction given by the Owner, Owner’s Representative or Architect/ Engineer.
11. Contractor’s Representative shall cooperate with the Owner, Owner’s Representative and
Architect/ Engineer in planning, coordinating and executing all Work.
12. Promptly restore properties outside of the project site.
13. All work is to be contained within the proposed limits of construction.
1.02 SCHEDULE OF WORK
A. TIME IS AN ESSENTIAL CONDITION OF COMPLETION. Each subcontractor shall
organize his/her work in such a way as to be able to enter upon the site at the scheduled date for
the start of the work and shall perform the work diligently and expeditiously to complete the
various phases within the allotted times.
B. The set Contract Time for the Substantial Completion of all Work described by the contract
Documents and shown on the Construction Drawings shall be determined during bid
negotiations.
1.03 WARRANTY
A. The Contractor shall provide a minimum 24-month warranty or longer if required by City
Specifications, as described within this Project Specification. The warranty shall begin the
following day after the Final Acceptance of the Work completed.
1.04 EXAMINATION OF SITE
A. It will be required and expected that each Contractor and Sub Contractor, before submitting a
proposal for work required under these Contract Documents, will visit the site, make a thorough
examination of conditions, and familiarize himself/herself with all existing conditions and all
the limitations pertaining to the work herein contemplated.
B. No additional compensation will be allowed because of any Contractor's misunderstanding as to
the amount of work involved or his/her lack of knowledge of any of the conditions pertaining to
the work based on his neglect or failure to visit or make an examination of the site.
C. It is also expected that if any of these specifications is not clear or in the event there are any
discrepancies, these will be brought to the attention of the General Contractor and the Engineer,
and a decision in writing will be rendered as soon as possible by the Engineer.
Alliant Engineering, Inc. West Park
Proj. #216-0199 Chanhassen, MN
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D. Each Contractor and Sub Contractor shall review the entire set of construction documents
(Drawings and Specifications), to verify work that may be required in a division other than the
one that comprises his work. The lack of familiarity with other specification divisions will not
relieve any (Sub) Contractor of the responsibility for completing the required work at no extra
cost to the Owner or General Contractor.
1.07 VERIFICATION OF FIELD CONDITIONS
A. The Contractor shall take field measurements and verify field conditions and shall carefully
compare such field measurements and conditions with the Contract Documents and any Shop
Drawings and Product Data before commencing any work. Any error, inconsistency or
omission shall be reported to the Engineer at once. No change in the Contract Sum will be
allowed on account of minor differences between actual field conditions and the Contract
Documents.
1.08 CONTRACTOR USE OF PREMISES
A. Confine operations to areas within the property lines, public easements and public right-of-
ways. Portions of the site in which construction operations may not take place are indicated not
to be disturbed.
B. Do not use the Lake Susan Dr. or Waters Edge Dr. right of ways for storage of materials.
Schedule deliveries to minimize on-site storage of materials. No materials should be stored
over 30 days, unless approved by the Owner.
C. The Contractor shall be responsible for keeping the site clear from refuse, construction debris,
and stored materials and enforcing compliance with this requirement by all subcontractors.
D. The Contractor shall be responsible for repairing any existing pavement, utilities or curb, if
damaged during construction.
E. The construction staging area shall be located within the vicinity of the construction limits and
shall be coordinated with the Engineer to prevent conflict with concurrent work being
performed on adjacent lots.
Alliant Engineering, Inc. West Park
Proj. #216-0199 Chanhassen, MN
TEMPORARY EROSION AND SEDIMENT CONTROL
July 13th, 2017 01 5713 – Page 1
SECTION 01 5713
TEMPORARY EROSION AND SEDIMENT CONTROL
PART 1 – GENERAL
1.01 SECTION INCLUDES
A. Provide prevention against erosion and control of transport of sediment by wind or water.
1. Provide structural measures indicated on Plans and performance measures during execution of
the work to prevent erosion of exposed soils at all times.
2. Provide internal and perimeter structural measures indicated on Plans to control transport of
sediment.
3. Provide additional structural measures where needed to prevent erosion and control sediment
as the Work progresses in accordance with the means, methods, and sequence of construction
coordinated with Work of Related Sections.
B. Provide periodic inspection, maintenance, and removal of erosion prevention and sediment control
devices.
1. Coordinate schedule for monitoring, cleaning, replacing, and reporting as required by
Regulatory Requirements.
2. Provide removal of devices and coordination for clean up and surface restoration.
C. Provide housekeeping in surrounding areas to remove sediment transported off site.
1.02. RELATED SECTIONS
A. City of Chanhassen Standard Specifications and Detail Plates
B. Section 02 4100 –Demolition
C. Section 31 1000 – Site Clearing
D. Section 31 2200 – Grading
E. Section 32 9219 – Seeding and Sodding
1.03 REFERENCES
A. Minnesota Pollution Control Agency, State of Minnesota Stormwater Manual, with current
updates
B. Metropolitan Council, Minnesota Urban Small Sites BMP Manual: Stormwater Best Management
Practices for Cold Climates, current edition.
C. Minnesota Department of Transportation, Standard Specifications for Stormwater Management
and Erosion Control, current edition (Mn/DOT)
D. City Engineers Association of Minnesota Standard Specifications:
2600 Trench Excavation and Backfill/Surface Restoration
1.04 SYSTEM DESCRIPTION
A. General: The project is required to be permitted under a National Pollutant Discharge Elimination
System/State Disposal System (NPDES/SDS) General Storm-water Permit for Construction
Activity for all phases of the project.
B. Design and Performance Requirements
1. Erosion prevention and sediment control devices and/or practices indicated on the plans are
the minimum requirement.
2. Provide additional design and implementation of Best Management Practices, consistent with
Referenced Standards and Regulatory Requirements of this Section and in accordance with the
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Proj. #216-0199 Chanhassen, MN
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means, methods, and sequence of construction.
1.05 QUALITY ASSURANCE
A. Qualifications: Designers, installers, and inspectors of erosion prevention and sediment control
devices, and those responsible for performance or supervision of affected work, shall be familiar
with the Referenced Standards and requirements of the NPDES/SDS Permit and shall be
authorized to render decisions on behalf of the Contractor.
B. Regulatory Requirements
1. Minnesota Pollution Control Agency - NPDES/SDS Permit
a. With the Owner, provide a Storm Water Pollution Prevention Plan (SWPPP) for this
project, incorporating the project drawings and specifications relating to erosion
prevention, sediment control, and final restoration of all disturbed surfaces.
b. Comply with permit requirements for handling and storing potentially hazardous materials
and waste, spill protection including concrete washout, site inspections, maintenance, and
removal of erosion prevention and sediment control devices.
2. Other: Comply with any additional permit or regulatory requirements of the City, County,
Water Management Organization, or other Authority Having Jurisdiction.
C. Pre-installation Meetings: Installers, inspectors, and those responsible for performance or
supervision of affected work shall attend pre-installation meetings for Work of Related Sections to
provide for coordination of the SWPPP prior to beginning any land disturbing activity or
subsequent construction that may require temporary removal, relocation, or additional installation
of erosion prevention or sediment control measures or devices.
1.06 PROJECT CONDITIONS
A. Existing Conditions
1. Determine extent and condition of existing site and downstream surface water conveyance
system.
2. Provide documentation of detrimental downstream conditions that may be construed as being
caused by work of this project and inform appropriate authorities of such condition prior to
beginning work.
B. Damages: The Contractor is solely responsible for required cleanup and restoration of any storm
water conveyance system, river, stream, lake, reservoir, ground, roadway surface, or other property
upon which sediment may be deposited as a result of failure to provide proper controls.
1.07 SEQUENCING AND SCHEDULING
A. General
1. Prior to the start of any land disturbing activity establish sediment transport controls at the
upstream side of all perimeter walks and property lines affected by the Work of this phase.
2. Provide temporary rock entrances at construction access points.
3. At the pre-installation meetings determine the sequence and schedules for site clearing and
grading, temporary storage of soil materials, utility installation, building excavation, paving,
final turf restoration, and all other work that constitutes land disturbing activity.
a. Include detailed schedule in the SWPPP.
4. Install erosion prevention and sediment control measures as Work progresses.
PART 2 – PRODUCTS
2.01 MATERIALS
Alliant Engineering, Inc. West Park
Proj. #216-0199 Chanhassen, MN
TEMPORARY EROSION AND SEDIMENT CONTROL
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A. All materials shall be as specified in the Referenced Standards or noted on the Plans.
PART 3 – EXECUTION
3.01 INSTALLERS
A. Installers shall work under the direct supervision of a site operator who has thorough knowledge of
Referenced Standards and requirements of the NPDES/SDS Permit.
3.02 EXAMINATION
A. Verification of Conditions
1. Examine all areas affected by Work prior to start of land disturbing activities.
2. Notify Owner of latent conditions that may be construed as being damaged by failure to
complete work.
3.03 INSTALLATION
A. Install erosion prevention and sediment control devices at perimeter locations indicated on
Drawings prior to initiation of soil disturbing activities.
B. Install additional erosion prevention and sediment control devices as Work progresses in
accordance with the means, methods, and sequence of construction.
C. Install devices as specified in the Referenced Standards.
3.04 CONSTRUCTION
A. Interface with other work: Coordinate installation sequence with schedules for Work of Related
Sections, such that disturbed soil areas, temporary stockpiles, dewatering discharge locations,
concrete washouts, and drainage systems will not be unprotected.
3.05 FIELD QUALITY CONTROL
A. Maintain copies of Referenced Standards at the project site.
B. Provide for inspections and maintain log in accordance with NPDES/SDS Permit requirements.
3.06 MAINTENANCE
A. Inspection: Inspect all erosion prevention and sediment control devices a minimum of once
weekly, after each run-off event, and daily during prolonged rainfalls.
B. Repair: Repair all structural measures immediately on detection of damage and replace filters
when 50 percent of capacity is clogged.
C. Cleaning: Remove sediment deposits when 33 per cent of available storage space up slope of
protection device is full.
D. Off Site Housekeeping: Provide periodic street sweeping and any other measures required to clean
up sediment transported beyond the project limits.
3.07 REMOVAL
A. Remove and replace erosion prevention and sediment control devices as needed for progress of
construction and coordination between Work of Related Sections.
B. Remove all temporary erosion prevention and sediment control devices after permanent ground
cover has been established and approved by the Owner.
C. Provide coordination for final surface restoration at locations of removal as designated for new
construction in the surrounding area.
END OF SECTION
Alliant Engineering, Inc. West Park
Proj. #216-0199 Chanhassen, MN
DEMOLITION
July 13th, 2017 02 4100 – Page 1
SECTION 02 4100
DEMOLITION
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes
1. Demolition and removal of designated items.
a. Below grade pipes and conduits.
b. Structures.
c. Pavements and floor slabs.
d. Below grade utilities.
e. Site fixtures and furnishings; including associated foundations.
2. Project goal to employ demolition methods which reduce, reuse, recycle and salvage
demolished materials to the greatest extent feasible.
B. Related Sections
1. Section 01 5317 – Temporary Erosion and Sediment Control
2. Section 31 1000 – Site Clearing
3. Section 31 2200 – Grading
C. Special Precautions
1. Ground and Surface Water control.
2. Dust control.
3. Material requiring special handling.
D. Contractor’s Options
1. Salvage/reuse of demolished concrete components for use as on-site sub-base material
– recycled concrete must meet MnDOT specification 3138.
2. Recycle
3. On site disposal.
1.02 REFERENCES
A. Occupational Safety and Health Administration (OSHA)
B. United States Department of Agriculture – Natural Resources Conservatuion Service
(NRCS)
C. Minnesota Department of Transportation Standard Specifications for Construction
(Mn/DOT), Current Edition with current supplements, unless noted otherwise.
1.03 DEFINITIONS
A. Abandonment
1. Below grade pipes and conduits.
a. Smaller than eight inches (greatest inside dimension): Remove ten feet at each
point of disconnection and cap each end with manufactured plugs and restraints,
or, bulkhead completely with concrete.
b. Eight inches and larger: Remove ten feet at point of disconnection and cap live
end with manufactured plug and restraints; blow abandoned portion full with sand.
2. Structures
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a. Remove tops and/or slabs of basements, maintenance holes, septic tanks, and
similar structures.
b. Remove walls to an elevation not less than four feet below finished grade.
c. Fracture or perforate floors or base slabs to provide draining of entrapped water
and backfill with free draining granular material.
3. Pavements and Floor Slabs: Fracture or perforate on minimum ten-foot grid to
provide drainage.
4. Below grade Utilities (gas, electric, telephone, etc.): Remove ten feet at each point of
disconnection.
B. Salvage
1. For reuse on Project: Store materials in a secured location, on or off site, until time of
reinstallation.
2. Salvage of demolished concrete components for reuse as on-site sub-base material:
Recycled concrete must meet MnDOT specification 3138.
2. Salvage by Contractor: Immediately remove material from site. Brokerage of
Contractor salvaged material is not permitted on site.
C. Recycle
1. A minimum of 50% or greater of demolished building materials shall be recycled.
1.04 SUBMITTALS
A. Permits: Evidence of permits applied for and received.
B. Schedule: Indicate demolition procedures and removal sequence.
C. Plan to include:
1. Location of salvageable items.
2. Location of temporary storage, barricades, and fences.
3. Temporary work required and its sequence.
D. Project Record Documents: Locations of abandoned utilities, subsurface obstructions, and
any item relocated or buried.
E. Quality Assurance
1. Photograhs or video of existing condition of improvements to remain that may be
construed as damaged by the work.
2. Test results for characteristics and composition of material reused on site.
3. Backfill compaction test results.
F. Closeout: Location of off site disposal, if requested.
1.05 QUALITY ASSURANCE
A. Regulatory Requirements
1. Conform to current Minnesota State Building Code, Uniform Building Code and all
applicable federal, state, and local rules and codes for demolition of structures,
excavation of trenches, safety of adjacent structures, fire protection and emergency
access, dust control, run-off control, transport, and disposal of removed items.
2. Obtain necessary permits and comply with requirements for demolition and removals
from within Public rights-of-way and easements.
a. Provide an approved traffic control plan as needed.
b. Provide for coordination of required inspections.
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B. Certification: Provide statement certifying that work was completed in accordance with
the intent of the Contract Documents and that the site is ready for subsequent work.
C. Pre-construction Meeting: Schedule a meeting to provide coordination and confirm
sequencing and procedures with the Owner’s Representative, all affected Contractors
providing work of related sections, and all affected utility service providers.
1.06 STORAGE AND HANDLING
A. Storage and Protection of Salvaged Material
1. For reuse on project.
a. Remove material in a manner to prevent damage.
b. Store in a manner to prevent contamination and unauthorized use.
B. Waste Management and Disposal
1. Remove material from the site as work progresses, except as designated for salvage.
2. Materials may be stored in aggregate for a period not to exceed one week to facilitate
bulk removal.
3. Materials placed in a dumpster provided by a contracted disposal service shall be
considered removed from the site.
1.07 PROJECT CONDITIONS
A. Environmental Requirements
1. Comply with conditions for dewatering, drainage, excavation, and backfill as specified
in related Sections.
2. Do not begin work until protection against erosion and control of sediment that may be
transported by wind or water is in place.
B. Existing Conditions
1. Record Documents: Instruments of record, including but not limited to; studies,
reports, facility condition assessments, surveys, or plans; furnished with the Project
Manual, Project Drawings, or available for inspection; are made available for
information only and are not guaranteed to be inclusive.
2. Condition of Structures: Owner assumes no responsibility for existing condition of
items to be demolished; however, conditions existing at time of inspections allowed
for bidding purposes will be maintained insofar as is practicable.
1.08 SEQUENCING
A. Traffic
1. Ensure minimum interference with public rights of way and other adjacent occupied
facilities.
2. Obtain necessary permits for closure or obstruction of roadways or sidewalks.
3. Provide traffic control and/or alternate routes if required.
B. Notification
1. Contact Gopher State One-Call at 651-454-0002 to arrange for utility locations 48
hours minimum prior to starting work.
2. Notify the Owner’s Representative and adjacent property owners a mi nimum of 72
hours in advance of demolition of each major increment of work.
C. Permits: Do not begin work until applicable permits are issued by authorities having
jurisdiction.
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D. Remove existing farmstead and all associated improvements as described in the Summary
of Work prior to beginning other demolition.
1.09 SCHEDULING
A. Coordinate the schedule for demolition or abandonment of items necessary to maintain the
Critical Path for subsequent work specified in related Sections.
B. Assume responsibility for proper closure of excavations left open for reconstruction that
may be work of related Sections.
C. Obtain necessary permissions from Owner or regulatory authorities for work that must be
performed outside of normal work hours, on weekends, or over holidays; either as
necessary to minimize the impact of temporary shut down of utility services and traffic, or
for the Contractor's convenience.
PART 2 - PRODUCTS
2.01 DEMOLITION MATERIALS
A. Fill Materials: Types specified in Section 31 2200 and 31 2316.13.
B. Burial, when approved by Owner.
1. Only relatively inert material that will not decompose or pose a threat to ground water
quality is permitted for burial (brick, block, concrete, etc).
2. Material must be reduced to particles smaller than four inches in the greatest
dimension and must be free of voids.
3. Material must be blended at a 1:1 ratio with common excavation material, or as
otherwise approved.
4. Material must be placed a minimum of 4 feet beneath structures or finished grade.
C. Concrete: Portland cement concrete, 3000 psi, air-entrained.
D. Pipe Plugs and Caps: Manufactured specifically for the indicated purpose, of matching
material, with necessary restraints.
F. Wood Markers: 4" X 4" X 3' wooden posts (nominal).
PART 3 - EXECUTION
3.01 EXAMINATION
A. Site Verification of Conditions
1. Record by photo or video the condition of adjacent or on site items that are to remain
that may show evidence of damage that might be construed as related to or caused by
work of this section.
2. Identify required lines, levels, and contours and verify that survey benchmark and
intended elevations for the Work are as indicated on the Drawings.
3. Notify affected Public and Private Utilities of beginning of work.
4. Verify that Erosion Prevention and Sediment Control Devices are in place.
5. Verify that site clearing is complete in areas to be excavated.
6. Perform investigative excavations to verify location of existing underground facilities
at sufficient locations to ensure that no conflict with the proposed work exists and that
sufficient clearance is available to avoid damage to existing facilities to remain.
a. Notify Owner's authorized representative upon discovery of unforeseen conflicts.
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b. Follow notification with written narrative and diagrams indicating conflict with
sufficient measurements and details to evaluate, if requested by Owner.
7. Verify locations for temporary material storage.
8. Document condition of items to be salvaged for reuse on the project or to be turned
over to the Owner.
9. Verify that the farmstead and related trash piles have been examined and inventoried
for hazardous or regulated material.
3.02 PREPARATION
A. Protection of Persons
1. Provide barricades to prohibit unauthorized entry.
a. Maintain secured egress and access at all times.
2. Provid excavation support in accordance with regulatory requirements.
a. Excavation safety is the responsibility of the Contractor.
B. Protection of Property
1. Protect and maintain benchmarks and monuments established for the work.
a. Employ Licensed Land Surveyor if relocation is required.
2. Protect existing plant material within the construction limits which are to remain.
a. Provide or maintain barricades and fencing consistent with related sections.
b. Do not allow storage of equipment, construction materials, or vehicle parking
beneath protected trees.
3. Protect existing equipment and structures which are to remain.
a. Provide bracing or shoring to prevent movement.
b. Support utilities to maintain alignment and condition.
c. Cease operations if adjacent structures appear to be in danger and notify the
Owner.
4. Verify load bearing capacity of pavement that will be traveled by construction traffic.
a. Provide soil cover, planks, or other protective covering over pavements to prevent
damage by overweight, lugged, or tracked equipment.
C. Access: Obtain written permission or permits from adjacent property owners when
equipment will traverse, infringe upon, or limit access to their property.
3.03 DEMOLITION
A. General
1. Abandon, remove, and/or prepare for salvage items designated on the Drawings.
2. Mark subgrade utilities scheduled for reconnection by burying a wood marker one foot
horizontally away from the point of termination with the lower end at the top elevation
of the utility.
3. Complete removal in lieu of abandonment is acceptable where feasible.
4. Backfill excavations made for demolition at the end of each day.
B. Documentation: Record horizontal and vertical locations of abandoned utilities and
include information on bearing, length, size, and material of abandoned portion; and
location and dimensions of abandoned structures, if different from plans.
C. Demolition for Convenience
1. Pavements, structures, etc. may be removed to the nearest existing construction joint
beyond the minimum required, with prior approval of the Owner.
2. Replacement of excess material removed shall be at no cost to the Owner.
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3. Certain items designated for removal, such as aggregate base material, selected
granular material, or on-site reprocessed material, may be salvaged for convenience
for reuse on the project with prior approval of the Owner.
a. Such material shall be tested and approved as specified for new construction.
4. Burial of selected material is allowed as indicated on the plans and defined herein.
D. Sawcut full depth at limits of removal of pavement and structures.
E. Removals required for construction in Mn/DOT right of way shall be completed in
accordance with applicable sections of Mn/DOT specifications.
3.04 EARTHWORK
A. Complete trench excavation and backfill and filling of depressions as indicated for new
construction and specified in Related Sections.
B. Stop work upon discovery of unsuitable soil conditions.
1. Notify Owner's authorized representative and allow for inspection.
2. Provide coordination for necessary soil correction as specified in related Sections.
3.05 SPECIAL PRECAUTIONS
A. Ground and Surface Water Control
1. Prevent accumulation of ground or surface water in excavations.
2. Provide removal or diversion of water as specified in Related Sections.
B. Dust Control: Provide for control of sediment transport by wind as specified in Related
Sections.
C. Material Requiring Special Handling
1. Provide disposal of identified hazardous materials in accordance with requirements of
Regulatory Authorities.
3.06 REPAIR
A. Damage: Repair to like or better condition or replace with new construction, as directed
by the Owner, property that has been damaged by the Work of this Section.
3.07 RE-INSTALLATION
A. Salvage for Reuse: Items salvaged for reuse on the project shall be reinstalled as specified
in Related Sections.
B. Removal for Convenience: Items temporarily removed for the convenience of the
Contractor or to facilitate the schedule of the work shall be re-installed to the satisfaction
of the Owner prior to certification of completion of the Work.
3.08 FIELD QUALITY CONTROL
A. Inspection and Testing: All Work incidental to demolition shall be inspected and tested as
specified in related Sections for new construction.
END OF SECTION 02 4100
Alliant Engineering, Inc. West Park
Proj. #216-0199 Chanhassen, MN
SITE CLEARING
July 13th, 2017 31 1000 – Page 1
SECTION 31 1000
SITE CLEARING
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes
1. Clearing and grubbing.
a. Tree and shrub removal, including roots.
b. Turf scalping and topsoil stripping; including stockpiling for reuse.
B. Special Precautions
1. Ground and Surface Water control.
2. Dust control.
3. Material requiring special handling.
C. Contractor’s Options
1. On site disposal.
2. Salvage.
1.02. RELATED SECTIONS
A. Section 01 5713 – Temporary Erosion and Sediment Control
B. Section 02 4100 – Demolition
C. Section 31 2200 – Grading
D. Section 32 9219 – Seeding and Sodding
1.03 REFERENCES
A. United States Department of Agriculture - Natural Resources Conservation Service (NRCS)
B. Occupational Safety and Health Administration (OSHA)
C. Minnesota Department of Transportation Standard Specifications for Construction (Mn/DOT),
Current Edition unless noted otherwise.
D. Minnesota Rules Chapter 1505.
1.04 DEFINITIONS
A. Clearing: Cutting trees and shrubs not more than six inches above the existing ground surface.
B. Grubbing: Removal of stumps and roots, of a size larger than can be scalped, of cleared
vegetation.
C. Scalping: Removal of sod, turf, massed roots, and dense growths of woody or herbaceous
vegetation to below the root crown, prior to stripping topsoil.
D. Salvage
1. General.
a. Remove material in a manner to prevent damage.
b. Prepare for storage.
2. For reuse on Project: Stockpile or store materials in a secured location, on or off site, until
time of reinstallation.
3. Salvage by Contractor
a. Immediately remove material from site.
b. Brokerage of Contractor salvaged material is not permitted on site.
Alliant Engineering, Inc. West Park
Proj. #216-0199 Chanhassen, MN
SITE CLEARING
July 13th, 2017 31 1000 – Page 2
1.05 SUBMITTALS
A. Permits: Evidence of permits applied for and received.
B. Schedule: Indicate clearing procedures and sequence.
C. Plan
1. Indicate location of salvageable items.
2. Indicate location and construction of barricades, and fences.
D. Project Record Documents: Accurately record horizontal and vertical locations of any item
relocated or buried, or items discovered not originally shown on plans.
E. Quality Assurance
1. Test results for characteristics and composition of material reused or stockpiled for reuse on
site.
2. Backfill compaction test results.
F. Closeout
1. Location of off site disposal if requested.
2. Certification that the work has been completed in accordance with the intent of the Contract
Documents and that the site is ready for subsequent work.
1.06 QUALITY ASSURANCE
A. Regulatory Requirements
1. Conform to the current Minnesota State Building Code, Uniform Building Code and all
applicable state and local rules, regulations, and codes for clearing of site, safety of adjacent
structures, fire protection and emergency access, dust control, run-off control, and transport
and disposal of cleared items.
2. Obtain all necessary permits and comply with requirements for clearing within Public rights-
of-way and easements.
a. Provide an approved traffic control plan as needed.
b. Provide for coordination of required inspections.
B. Pre-construction Meeting: Schedule a meeting to provide coordination and confirm sequencing
and procedures with the Owner, all affected Contractors providing work of Related Sections, and
all affected utility service providers.
1.07 STORAGE AND HANDLING
A. Stockpiles
1. Verify or obtain approval of locations for temporary material stockpiles.
2. Construct stockpiles to provide free drainage of surface water.
3. Provide coordination for provision of erosion protection for stockpiles.
4. Protect stockpiles from contamination.
5. Secure stockpiles against unauthorized use or removal.
1.08 PROJECT CONDITIONS
A. Environmental Requirements
1. Comply with conditions for dewatering, drainage, excavation, and backfill specified in
Related Sections.
2. Do not begin work until perimeter sediment controls are in place.
B. Existing Conditions
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Proj. #216-0199 Chanhassen, MN
SITE CLEARING
July 13th, 2017 31 1000 – Page 3
1. Record Documents: Instruments of record, including but not limited to; studies, reports,
facility condition assessments, surveys, or plans; furnished with the Project Manual, Project
Drawings, or available for inspection; are made available for information only and are not
guaranteed to be inclusive.
1.09 SEQUENCING
A. Traffic
1. Conduct operations to ensure minimum interference with roads, streets, walks and other
adjacent occupied facilities.
2. Do not close or obstruct roadways or sidewalks without permits.
3. Provide traffic control and/or alternate routes if required.
B. Notification
1. Contact Gopher State One Call (651-454-0002) for utility location services 48 hours
minimum prior to begining work.
2. Notify Owner and adjacent property owners a minimum of 72 hours minimum prior to
beginning each major increment of work.
C. Permits: Do not begin work until applicable permits have been received.
1.10 SCHEDULING
A. Coordinate schedule of work to maintain Critical Path for subsequent work.
1. Assume responsibility for proper closure of excavations left open for convenience to
facilitate new construction that may be work of Related Sections.
B. Coordinate the schedule to provide for the Owner’s continuing operations on or adjacent to the
site.
C. Obtain permissions from Owner or regulatory authorities for work that must be performed
outside of normal work hours, on weekends, or over holidays; either as necessary to maintain the
schedule, minimize the impact of temporary shut down of utility services or traffic, or for
Contractor's convenience.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Fill Materials: Types specified in related sections.
B. Topsoil
1. Soils from the A and B soil horizons as defined by NRCS.
2. Shall not contain stones, roots, or debris larger than one inch; large clods of soil, or
significant quantities of subsoil.
3. Shall be tested for ph, water holding capacity, organic content, fertility, and residuals of lawn
or agricultural chemicals.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Site Verification of Conditions
1. Record by photograph or video the condition of adjacent or on site items that are to remain
that may show evidence of damage that might be construed as related to or caused by work
of this section.
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Proj. #216-0199 Chanhassen, MN
SITE CLEARING
July 13th, 2017 31 1000 – Page 4
2. Identify required lines, levels, and contours and verify that survey benchmark and intended
elevations for the Work are as indicated on the Drawings.
3. Notify affected public and private utilities of beginning of work and comply with their
requirements for protection or relocation.
4. Verify that Erosion Prevention and Sediment Control Devices are in place prior to beginning
work.
5. Verify quantities of salvagable material and locations for temporary material stockpiles.
3.02 PREPARATION
A. Protection of Persons
1. Provide barricades to prohibit unauthorized entry to project site.
a. Maintain secured and protected egress and access at all times.
2. The Owner's activities may continue in and about the site during clearing operations.
a. Install fences and barricades as necessary to provide a safe environment between
construction and Owner's operations.
B. Protection of Property
1. Protect and maintain benchmarks and monuments established for the work.
a. If relocation is required, employ service of Licensed Land Surveyor.
2. Protect existing plant material within the construction limits that is to remain.
a. Provide temporary barricades and fencing consistent with Division 1 requirements.
b. Place temporary fencing at the driplines of trees that are to remain.
c. Do not scalp vegetation or strip topsoil within temporary protective fencing.
d. Do not allow storage of equipment, construction materials, or vehicle parking beneath
protected trees.
3. Protect existing equipment and structures within the construction limits that are to remain.
a. Provide bracing or shoring as needed to prevent movement or settlement of adjacent
structures.
b. Support utilities exposed by excavation to maintain alignment and condition.
c. Cease operations immediately if adjacent structures appear to be in danger.
d. Notify the Owner and do not resume operations until directed.
4. Do not permit construction traffic on pavement that is to remain without verification of load
bearing capacity of such pavement.
a. Provide soil cover, planks, or other protective covering over pavements that must be
crossed to prevent damage to surfaces by lugged or tracked equipment.
C. Access: Obtain written permission or permits from adjacent property owners (both private and
public) when equipment will traverse, infringe upon, or limit access to their property.
D. Surface Preparation: Performing clearing, grubbing, scalping, and topsoil stripping in areas to
receive stockpiles before stockpiling material.
3.03 CLEARING AND GRUBBING
A. Removal of Trees, Stumps, and Brush
1. Provide Clearing in locations as indicated on the plans or as directed by the Owner.
2. Provide Grubbing in areas beneath proposed pavements and structures including adequate
excavation oversize, and in open areas where filling to depths greater than four inches or
excavation is to occur.
3. Legally dispose of cleared and grubbed material off site.
a. It is the Contractor's option to chip woody material for use as mulch where called for in
the Construction Documents, and to stockpile the material on site.
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Proj. #216-0199 Chanhassen, MN
SITE CLEARING
July 13th, 2017 31 1000 – Page 5
b. Provide verification that material meets specified requirements.
c. Provide verification that quantity of material left on site does not exceed that required for
completion of construction.
c. Locate stockpiles where they will not interfere with subsequent construction, unless
costs of relocation are included in the Bid.
B. Scalping
1. Provide Scalping within the grading limits and elsewhere within the construction limits
where trenching is to occur.
a. Scalping is not required within the dripline of trees designated to remain.
2. Legally dispose of scalped material off site.
a. It is the Contractor's option to finely chop scalped material and allow it to compost for
reuse on the site or to blend homogeneously with stripped topsoil.
b. This option will only be allowed where the quantities of topsoil available on site are
insufficient for completion of construction or when there is Contractor verification that
the available topsoil quality would be improved by the addition of organic matter.
c. Scalped material containing obnoxious weeds or their seeds in significant quantity shall
be disposed of off site.
C. Topsoil Stripping
1. Provide topsoil stripping in areas where excavation is to occur and in open areas where fill
depths exceed four inches or trenching is to occur.
2. Strip topsoil in a manner to prevent contamination with subsoil or other deleterious material.
3. Stockpile topsoil in quantities adequate for completion of construction in storage areas
indicated or directed.
a. Provide coordination for location of temporary stockpiles to facilitate sequence and
schedule of construction when no direction is given.
b. When quantities exceed amount necessary for project completion, reserve topsoil of
highest quality for use on site and remove excess immediately.
4. Construct stockpiles to provide free drainage of surface water.
5. Provide coordination for provision of erosion prevention and sediment control for stockpiles
consistent with related Sections.
3.04 EARTHWORK
A. General
1. Fill depressions with material and compact as specified for new construction in Related
Sections.
2. Stop work in the immediate area upon discovery of unsuitable soil conditions.
a. Notify Owner representative and allow for inspection prior to continuing work.
b. Provide coordination of schedule to permit any needed soil correction.
3.05 SPECIAL PRECAUTIONS
A. Ground and Surface Water Control
1. Do not allow ground or surface water to accumulate in excavations.
2. Remove or divert water as specified in Related Sections to prevent soil changes detrimental
to stability of subgrades.
B. Dust Control
1. Sprinkle surfaces with water as necessary to prevent airborn transport of sediments.
2. Provide hoses, connections, transport, and meters and pay all required fees for sprinkling.
3. Monitor sprinkling to preclude runoff.
Alliant Engineering, Inc. West Park
Proj. #216-0199 Chanhassen, MN
SITE CLEARING
July 13th, 2017 31 1000 – Page 6
4. Provide recommendations to the Owner for soil treatment that may be necessary for extreme
conditions that cannot be mitigated with sprinkling.
C. Material Requiring Special Handling
1. Suspend work in the immediate area and provide required notifications to the Owner and
regulatory authorities upon discovery or verifiable suspicion of contamination by hazardous
waste or material.
2. Dispose of refuse from Elm and Oak trees in accordance with Minnesota Rules Chapter
1505.
3.06 TRASH AND DEBRIS
A. Provide removal, transport, and disposal in an approved landfill or other disposal facility for all
trash and miscellaneous surface debris found on the site.
3.07 REPAIR
A. Damage: Property which is to remain that is damaged by the Work of this Section shall be
repaired to like or better condition, or replaced with new construction as directed by the Owner.
3.08 RE-INSTALLATION
A. Salvage for Reuse: Items salvaged for reuse on the project shall be reinstalled by subsequent
work as specified in Related Sections.
B. Removal for Convenience: Items temporarily removed for the convenience of the Contractor or
to facilitate the schedule of the work shall be re-installed to the satisfaction of the Owner prior to
certification of completion of the Work of this Section.
3.09 FIELD QUALITY CONTROL
A. Inspection and Testing: All Work incidental to clearing shall be inspected and tested as specified
in related Sections for new construction
END OF SECTION
Alliant Engineering, Inc. West Park
Proj. #216-0199 Chanhassen, MN
GRADING
July 13th, 2017 31 2200 – Page 1
SECTION 31 2200
GRADING
PART 1 – GENERAL
1.01 SUMMARY
A. Section Includes
1. Grading and contouring site.
a. Excavation and classification, segregation, and stockpiling soils for reuse on the project
or salvage by the Owner.
b. Placement, filling, and compaction.
2. Providing material from an offsite source or removing excess or unsuitable material as
necessary to complete work.
3. Fine grading for pavements, exterior slabs on grade, and walks and placing granular subbase
and aggregate base.
4. Fine grading special use areas.
B. Products Supplied But Not Installed Under This Section
1. Excavation backfill material for retaining walls.
C. Special Precautions
1. Ground and surface water control.
2. Material requiring special handling.
3. Dust control.
1.02.1 RELATED SECTIONS
A. Section 01 5713 – Temporary Erosion and Sediment Control\
B. Section 02 4100 –Demolition
C. Section 31 1000 – Site Clearing
D. City Engineers Association of Minnesota Standard Specifications:
2600 Trench Excavation and Backfill/Surface Restoration
E. Section 32 9219 – Seeding and Sodding
F. Section 32 9300 – Plants
G. Geotechnical Evaluation Report prepared for Pulte Homes, completed by Braun Intertec.
1.03 REFERENCES
A. City of Chanhassen Standard Specifications and Detail Plates
B. Minnesota Department of Transportation Standard Specifications for Construction (Mn/DOT),
current Edition unless noted otherwise.
C. Occupational Safety and Health Administration (OSHA) 29 CFR, Part 1926, Sub Part P,
“Excavations and Trenches”
D. American Society for Testing and Materials (ASTM)
1. ASTM C136 – Test Method for Sieve Analysis of Fine and Coarse Aggregate
2. ASTM D698 – Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (Standard Proctor)
3. ASTM D1556 – Test Method for Density of Soil in Place by the Sand-Cone Method
4. ASTM D1557 – Test Method for Laboratory Compaction Characteristics of Soil Using
Modified Effort (Modified Proctor)
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5. ASTM D2487 – Practice for Classification of Soils for Engineering Purposes (Unified Soil
Classification System)
6. ASTM D2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth)
7. ASTM D3017 – Test Method for Water Content of Soil and Rock in Place by Nuclear
Methods (Shallow Depth)
E. United States Department of Agriculture – Natural Resources Conservation Service (NRCS).
1.04 DEFINITIONS
A. Open Areas: Areas that do not contain buildings, pavements, site furnishings, planting areas, or
other engineered surface improvements.
B. Soil Classification: All excavation, except rock, is unclassified and excavation of every
description regardless of material encountered shall be performed to the lines and grades
indicated on the Drawings or as recommended by the Testing Laboratory and approved by the
Owner.
C. Rock Excavation
1. Excavation of any hard natural substance which requires the use of drilling and explosives or
special impact tools such as jackhammers, sledges, chisels, or similar devices specially
designed for use in ripping, cutting or breaking rock, but exclusive of common trench
excavating equipment as determined by the Owner.
2. The material shall be continuous or boulders or detached rock greater than 1 cubic yard in
volume.
D. Unsuitable Material: Soil material unsatisfactory for its proposed use by composition or moisture
content as determined by the Testing Laboratory.
E. Suitable Material
1. Soil material satisfactory for proposed use by composition as determined by the Testing
Laboratory.
2. Moisture conditioning may be required.
F. Unauthorized Excavation: Excavation beyond the limits established for line and grade except as
necessary for soil conditioning or correction approved by the Owner.
G. Subgrade: Transition surface between elements of construction such as subsoil-topsoil, subsoil-
drainage fill, subsoil-aggregate base, etc.
1.05 SUBMITTALS
A. Permits: Copies of all permits received along with any special conditions or requirements of
compliance.
B. Samples
1. Provide coordination for obtaining samples of each type of material encountered or used.
2. Obtain samples from off site sources with sufficient time to permit testing, review, and
approval prior to delivery to site.
3. Submit test reports completed by Independent Geotechnical Testing Laboratory within 3
months prior to delivery of material with certifications from the source that the material is the
same as tested in lieu of sampling from off site sources.
C. Schedule: Include start and completion dates for work items included in Sequencing paragraph,
with coordination described in Scheduling paragraph.
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Proj. #216-0199 Chanhassen, MN
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D. Test Reports: Reports by the Independent Testing Laboratory for all observations and tests
conducted for Source Quality Control of materials obtained from off site and Field Quality
Control for completed construction, at appropriate intervals to assure uninterrupted progress.
E. Project Record Documents
1. In place dimensions and volume calculations of soil correction areas at a maximum 25 foot
grid at beginning and completion of excavation.
2. Delivery tickets for material obtained from an off site source indicating type, weight, and
moisture content at appropriate intervals to assure uninterrupted progress.
3. Grade verification survey of the following elements at the specified maximum intervals.
a. Top of base at slabs-on-grade: 10 foot grid.
b. Top of base at roadways and drives: 50 foot intervals along centerline and gutter flow
lines, and all high and low points.
c. Subgrade at open spaces on a 50 foot grid and at 25 foot intervals at ridgelines and
swales, and toe and top of slopes.
d. Subgrade at ponds: 50 foot grid, at 25 foot intervals at toe and top of slopes, and
emergency overflows.
e. Subgrade at trails and walks: 50 foot intervals along centerline.
1.06 QUALITY ASSURANCE
A. Qualifications
1. Field Measurements: Measurements for soil correction and grade verification shall be
completed by or under the direct supervision of a Land Surveyor licensed to practice in the
State of Minnesota.
2. Materials Observation and Testing: Observations and testing of materials encountered and
used for construction and recommendations for remediation of unsuitable conditions shall be
made by an Independent Testing Laboratory under the supervision of a Professional or
Geotechnical Engineer licensed to practice in the State of Minnesota and in accordance with
accepted industry standards (ASTM).
B. Regulatory Requirements
1. Comply with OSHA excavation standards.
2. Obtain necessary permits and comply with requirements of authorities having jurisdiction
over the work including dewatering, transport and disposal of material, emergency access to
the site, encroachment into public rights of way, and necessary inspections.
C. Pre-installation Meeting: Schedule a pre-installation meeting with the Owner, all affected utility
suppliers, and Contractors conducting work under Related Sections.
1.07 DELIVERY, STORAGE, AND HANDLING
A. Shipping
1. Schedule material delivery from off site sources to occur as near as practicable to time of
placement for incorporation into the work.
2. Ship material near optimum moisture content and protect from adverse weather conditions
during transport.
B. Acceptance at Site
1. Do not accept material for delivery until tested and approved, or certified, as specified.
2. Do not accept material for temporary storage unless stockpile areas have been approved or
verified.
3. Do not accept materials in a frozen condition, containing ice or snow, or with excessive
moisture content.
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Proj. #216-0199 Chanhassen, MN
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C. Storage and Protection
1. Temporary storage of material (less than 7 days) shall be located at the Contractor’s
discretion and coordinated to not interfere with or delay work of other sections.
2. Verify or obtain approval of stockpile areas for long term (greater than 7 days) temporary
storage.
3. Secure stored material against unauthorized use.
4. Provide coordination for protection of stored material against erosion and sediment transport
by wind or water.
5. Construct stockpiles to provide free drainage of water from top of stockpiles.
6. Protect stockpiled material from contamination.
7. Stockpiles shall not exceed 12 feet in height with side slopes no steeper than 2 horizontal to 1
vertical.
8. Stockpiles shall not be placed in or near drainage ways.
D. Excess Material Management
1. Excess material and unsuitable material becomes the property of the Contractor and shall be
removed from the site.
a. Determine quantities necessary for the Work and include costs of removal of excess in
the bid.
2. Do not maintain a consistent high elevation within stated tolerance to avoid removal of
excess.
3. Brokerage of excess material is not permitted on site.
1.08 PROJECT CONDITIONS
A. Environmental Requirements
1. Do not begin work until perimeter sediment controls are in place.
2. Comply with conditions for dewatering, drainage, and dust control as specified herein.
3. Protect excavation bottoms against freezing when temperatures are below 35 degrees
Fahrenheit and falling.
4. Do not place backfill or fill material on surfaces that are muddy, frozen, covered with snow,
or contains frost or ice.
B. Existing Conditions: Instruments of record, including but not limited to: studies, reports, facility
condition assessments, surveys, or plans; furnished with the Project Manual, Project Drawings, or
made available for inspection are for information only and are not guaranteed to be inclusive.
1.09 SEQUENCING
A. Traffic
1. Conduct operations with minimum interference to roads, streets, walks, and adjacent
occupied facilities.
2. Do not close or obstruct roadways or sidewalks without permits.
3. Provide traffic control or alternate routes as required by permitting authorities.
B. Notification
1. Contact Gopher State One Call (651-454-0002) 48 hours minimum prior to beginning Work
for utility location services.
2. Notify Independent Geotechnical Testing Laboratory when major items of work requiring
observations or testing are scheduled.
3. Provide required advance notification to permitting and code officials for necessary
observation and inspection.
C. Order of Work Elements
1. General
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Proj. #216-0199 Chanhassen, MN
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a. Obtain prior written approval from Owner or Authorities Having Jurisdiction before
deviating from the following sequence.
b. Stage Work to minimize exposure of large expanses of soil.
2. Temporary construction access, parking, and staging areas.
3. Temporary ponds, ditches, and diversions.
4. Mass excavation and embankment of the site.
5. Building pad preparation.
6. Subbase preparation for pavement and special use areas.
8. Finish grading.
9. Permanent storm water ponds and basins
1.10 SCHEDULING
A. Coordinate the schedule to allow sufficient time for required testing and inspections, and to
maintain the Critical Path for installation of subsequent Work of Related Sections.
B. Obtain necessary permission from Owner or Authorities Having Jurisdiction for work that must
be performed outside of normal work hours, on weekends, or legal holidays; either as necessary
to minimize impact of temporary shutdown of utilities or traffic, or for the Contractor’s
convenience.
PART 2 – PRODUCTS
2.01 GENERAL
A. Existing Materials
1. It is the intent of these specifications that existing material be used for its highest and best use
until such supply is depleted or uneconomical to obtain.
2. Materials in each designated use area (ie lawns, pavements, etc.) shall be utilized to the
greatest extent practicable as recommended by the Testing Laboratory and approved by the
Owner.
3. Prior approval is required for excavation of on-site borrow sources not designated on the
plans.
B. Control the moisture content of materials to obtain optimum compaction characteristics as
recommended by the Testing Laboratory.
1. Add moisture to soils that are below optimum moisture.
2. Blend dry soils with soils that are above optimum moisture or spread and allow to dry.
3. All material shall be near optimum moisture content when placed.
C. Do not use materials that are frozen or that contain frost, ice, or snow.
D. Materials shall be free from contaminants including direct contamination or contamination of
runoff from industrial areas, or insecticides and herbicides used in commercial agriculture or
nursery production.
E. Soil materials shall not contain stones larger than 6 inches in greatest dimension and not more
than fifteen percent of the stones by weight shall be larger than 2-1/2 inches.
1. Top 6 inches of subsoil shall be free from stones greater than 3 inches.
F. Materials shall not contain slag, or recycled bituminous or concrete material, unless otherwise
specified.
2.02 MATERIALS
A. Subsoil: Clean mineral soils.
B. Granular Backfill: Mn/DOT 3149.2D
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Proj. #216-0199 Chanhassen, MN
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C. Granular Drainage Fill: Mn/DOT 3149.2J
D. Sand: Mn/DOT 3149.2K
E. Aggregate Base: Mn/DOT 3138.2A1, Class 5, 100% crushed.
F. Retaining wall backfill: In accordance with approved design.
2.03 OFF SITE SOURCE QUALITY CONTROL
A. Test for purposes of classifying for suitability and provide material source information on all
imported materials including aggregate base.
1. Dry and Wet Densities
2. Liquid and Plastic Limits
3. Sieve Analysis
4. Cohesion
5. Unconfined Compressive Strength
6. Other tests as the Testing Laboratory may recommend with Owner approval.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Site Verification of Conditions
1. Record by photograph or video the condition of adjacent or on site items that are to remain
that may show evidence of damage that might be construed as related to or caused by work of
this section.
2. Provide for investigation or initial testing of onsite soils to determine suitability for use and
condition for receiving subsequent work.
3. Provide for marking locations of existing underground and overhead utilities.
a. Comply with utility company requirements for protection, support, or relocation.
b. Conduct investigative excavations as necessary to ensure that no conflicts exist with the
proposed construction.
c. Notify Owner upon discovery of conflict’s and provide documentation as requested.
4. Verify project bench marks are correctly referenced and identify required lines, levels, and
contours for proper execution of the Work.
5. Verify that Work of Related Sections necessary for initiation of Earth Moving has been
completed and is approved.
a. Notify Owner of unsatisfactory conditions preventing timely and proper completion of
the Work.
6. Verify areas to receive fill or backfill are free of debris, snow, ice, or water and ground
surfaces are not frozen.
B. Beginning Earth Moving indicates acceptance of site conditions and assumed responsibility.
1. Upon discovery of unknown utilities or concealed conditions, discontinue work only in
affected area and notify the Owner’s Representative.
3.02 PREPARATION
A. Protection of Persons
1. Provide temporary barricades as needed to prohibit unauthorized access to active work areas.
2. Comply with OSHA requirements and applicable building codes and ordinances for work
zone safety relative to operation of heavy equipment and side walls and slopes of
excavations.
a. Provide necessary shoring, bracing, sheet piling, or other methods where adequate slopes
are prohibited by space limitations, stability of material encountered, or forces imposed
by excavation equipment or area traffic.
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Proj. #216-0199 Chanhassen, MN
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b. Remove temporary supports when no longer needed as Work progresses.
3. Close excavations with side slopes steeper than 2 horizontal to 1 vertical at the end of the
workday or barricade and post with lights.
B. Protection of Property
1. Protect and maintain benchmarks and monuments established for the Work.
a. Provide service of Licensed Land Surveyor for any needed relocation.
2. Protect plant material to remain.
a. Provide or maintain temporary protection measures consistent with requirements of
related Sections.
3. Protect utilities, structures, and equipment which are newly constructed or to remain.
a. Provide temporary support as needed to prevent movement or settlement.
b. Place backfill uniformly around structures to prevent wedging action.
c. Monitor use of heavy and vibratory equipment and provide alternate methods if risk of
damage is present.
d. Provide soil cover, planks, or other protective covering over pavements that must be
crossed to prevent damage by extreme loads or lugged or tracked equipment.
e. Provide overfill of material at utilities with less than 3 feet of cover until ready for finish
grading.
f. Remove temporary supports when no longer needed as Work progresses.
4. Use of explosive is not permitted.
C. Surface Preparation
1. Surface compact and proof roll exposed cut areas scheduled to receive pavement or
controlled embankment.
2. Subcut excessively loose or soft areas of subsoil not capable of consolidation with ordinary
compaction methods or approved soil stabilization measures.
3. Backfill with acceptable material as specified.
3.03 GENERAL EARTH MOVING
A. Equipment: Use equipment adequate in size and capacity to complete the Work in a timely
manner without undue waste or over-compaction of materials.
B. Extents: Perform excavation including soil correction, and construct embankments of every type
of material encountered to the lines, grades, and elevations indicated on the Drawings and
specified herein.
C. Observations, Sampling, and Testing
1. Allow sufficient time for sampling, testing, and classification for use of subsoil materials that
change or vary as observed by the Testing Laboratory.
2. Allow sufficient time for testing of exposed subgrades and each lift of embankment or fill
material prior to placing additional material.
3. Proof roll exposed subgrades and completed fills beneath pavements, including oversize, in
the presence of the Testing Laboratory.
D. Embankment and Backfill
1. Prepare slopes steeper than 5 horizontal to 1 vertical by over excavating and flattening the
slope in terraces not less than 10 feet in width prior to placing fill.
2. Scarify and recompact existing surface soils that are within two feet of finished grade or
subgrade and beneath pavements and utility structures to a depth of one foot or as
recommended by the Testing Laboratory.
3. Place suitable material in maximum loose lifts of 8 inches or as otherwise specified.
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a. Adjust lift thickness or compaction methods based on recommendations by the Testing
Laboratory if testing shows that compaction is easily achieved or cannot be achieved.
b. In non-critical open areas the Testing Laboratory may, at their option, verify compaction
by visual observation or hand auger testing when the initial level of compactive effort has
been established.
4. Provide minimum oversize for controlled fill beneath pavements and utility structures
extending 2 feet beyond the base of structure or 1 foot beyond the pavement limits and 1:1
down and out, or as recommended by the Testing Laboratory.
E. Finish Grading
1. Blend transition areas between changes in grade uniformly and smoothly in the absence of a
distinct toe, top or ridgeline.
2. Provide uniform slopes between spot elevations and contours shown on the plans.
F. Repairs
1. Correct unauthorized excavation.
2. Recondition or replace softened soils or areas disturbed as a result of construction operations,
freezing, or wetting of soils.
3. Scarify and rework soils as necessary in areas sensitive to overcompaction, i.e. haul routes
over lawn areas.
G. Rock: Immediately notify Owner’s Authorized Representative upon discovery of rock.
3.04 SOIL CORRECTION
A. Excavation
1. Over-excavate in critical areas as necessary to remove existing unsuitable soil, weak soils, or
unconsolidated fill.
2. Provide a minimum 3 foot subcut beneath pavements and utility structures or as
recommended by Independent Testing Laboratory.
3. Termination depths of excavations beyond the minimum shall be determined by the Owner
based on recommendations by the Independent Testing Laboratory.
B. Subgrade Preparation
1. Provide for observation and testing of exposed surfaces at termination depth of soil removal.
2. Surface compact, scarify and recompact, or provide additional soil correction as
recommended by the Independent Testing Laboratory.
C. Backfilling
1. Backfill with suitable material as specified for new construction.
2. Use material obtained from site grading or other excavations prior to importing from off site
sources.
3. Provide compaction as specified for each use area.
3.05 PONDS, DITCHES, AND DIVERSIONS
A. Excavate and fill in a manner and sequence that will provide proper drainage as Work progresses.
B. Construct accurately to the cross section and grades shown.
C. Do not deposit excavated materials or store other materials or equipment within 3 feet of the top
of sideslopes.
3.06 CONSTRUCTION ACCESS, PARKING, AND STAGING AREAS
A. Assume total responsibility for design, construction, and maintenance of access and haul roads
and construction staging and parking areas.
B. Use of permanently constructed facilities for these purposes will require written prior approval
from the Owner.
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Proj. #216-0199 Chanhassen, MN
GRADING
July 13th, 2017 31 2200 – Page 9
3.07 ROADWAYS, DRIVES, AND WALKS
A. Cut Areas
1. Excavate to subgrade elevation of top of subsoil.
2. Surface compact exposed soil.
3. Proof roll in the presence of the Independent Testing Laboratory.
4. Provide needed soil correction as recommended by the Independent Testing Laboratory.
B. Embankment Areas
1. Scarify and recompact or surface compact exposed soil to the oversize limits.
2. Proof roll in the presence of the Independent Testing Laboratory.
3. Provide needed soil correction as recommended by the Independent Testing Laboratory.
4. Construct controlled embankment with suitable material to the bottom of subbase or
pavement section.
C. Subbase and Base Construction
1. Construct subbase of Granular Backfill or Granular Drainage Fill.
2. Allow for installation of any needed subgrade drains or separator fabric.
3. Construct Base in 4 inch maximum loose lifts of materials called out on plan details or notes.
4. Do not allow traffic on geotextile without a minimum of 4 inches of cover.
3.08 LAWNS AND OPEN AREAS
A. Cut soil or construct embankment to provide for a minimum depth of 12 inches of topsoil plus
sod blanket in areas to receive sod.
1. Excess topsoil may be used in the upper 6 inches of subsoil beneath lawns with prior
approval.
2. Subcutting of existing granular soils to depths of 2 feet below finished subgrade of lawn areas
is permitted if such material is used elsewhere on site and clean, suitable common excavation
replacement material is available.
3.09 TOLERANCES
A. Ponds and Basins
1. Subgrade and Finished Surface: 0.10 feet
2. Thickness of soil liners: 0.05 feet
3. Thickness of sand cushions: 0.10 feet
4. Thickness of drainage layer: 0.10 feet
B. Ditches, Swales, and Diversions
1. Subgrade Surfaces: 0.10 feet
2. Finished Surfaces: 0.05 feet
3. Deviation from design slope: Not greater than 0.2% in 25 feet
C. Exterior Pavements
1. Subgrade Surfaces: Minus 0.10 feet to plus 0.05 feet
2. Thickness of Granular materials: 0.05 feet
3. Deviation from design slope: Not greater than 0.2% in 50 feet
4. Ponding areas: 0.005 feet
D. Lawns and Open Areas
1. Subgrade Surfaces: 0.10 feet
2. Deviation from design slope: Not greater than 0.4% in 50 feet
3.10 SPECIAL PRECAUTIONS
A. Ground and Surface Water Control
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1. Do not allow subsurface water to accumulate in excavations.
a. Remove water to prevent soil changes detrimental to stability or workability of subsoil.
b. Provide and maintain pumps, well points, suction and discharge lines, and any other
dewatering system components necessary to convey water.
c. Do not use excavations or partially installed utility lines as temporary drainage
conveyances.
2. Prevent surface water from flowing to excavations.
a. All surfaces except ponds, basins, and wetlands shall be finished to drain.
b. Establish and maintain temporary basins, ditches, and diversions as necessary to control
flow across or around site and away from building pads and pavement areas.
c. Do not use partially installed utility lines as temporary drainage conveyances.
3. Coordinate and sequence Work and cooperate with Work of Related Sections required to
prevent erosion and control sediment from dewatering operations.
a. Convey water removed from excavations and diverted surface waters to collecting or
runoff areas secured against sediment transport.
b. Allow for installation of necessary control devices as Work progresses according to the
means, methods, and sequence of construction.
c. Minimize exposure of disturbed soil surfaces by phasing and coordinating earth moving
operations with final paving and turf establishment.
B. Material Requiring Special Handling: Suspend work only in the affected area and provide
required notification to the Owner and Authorities Having Jurisdiction upon discovery or
verifiable suspicion of hazardous waste or contaminated material.
C. Dust Control
1. Use means necessary and practicable to prevent dust becoming a nuisance and interfering
with progress of the Work, and to prevent the transport of air born sediment from the site.
a. Sprinkle surfaces with water, and/or provide “snow fence”, or temporary seed, mulch, or
cover.
b. Provide necessary equipment, connections, meters, and transport and pay fees for use of
water.
c. Monitor sprinkling to preclude runoff.
d. Provide recommendations to Owner for soil treatment that may be necessary for extreme
conditions that cannot be mitigated with sprinkling.
3.11 FIELD QUALITY CONTROL
A. The Independent Testing Laboratory shall conduct testing for each type of soil encountered and
materials proposed for incorporation into the Work, perform observation of Earth Moving, and
provide periodic reports and recommendations to the Owner and Engineer as subsoil conditions
or materials may vary; including but not limited to the following.
1. Testing of materials to be provided from off site locations.
2. Testing and classification for suitability of use of materials encountered.
3. Observation of proof rolling.
4. Testing of exposed subgrades and bottom of excavations beneath pavements, utility
structures, and prior to constructing embankments.
5. Observation of groundwater conditions.
6. Recommendations for soil correction or surface compaction.
7. Observation and testing of embankment construction.
8. Other test as recommended by the Testing Laboratory and approved by the Owner.
B. Test methods shall be as indicated in Section References or as recommended by the Independent
Testing Laboratory and approved by the Owner and Engineer.
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C. Frequency of Compaction Testing
1. Roadways, drives, and walks: 1 per lift per lane, but not less than 2 per lift.
2. Lawns, Open Areas, Ponds, and Basins
a. 1 per lift per 10,000 square feet, but not less than 3 per lift.
b. Not less than 2 per lift in ponds and basins.
3. Other testing recommended by the Testing Laboratory to verify constructability or
compliance with the Specifications and approved by the Owner.
D. Material Density Requirements
1. Compacted materials shall be not less than the following percentages of maximum dry
density as determined by the Standard Proctor test or equivalent density determined by other
method(s), unless noted otherwise.
a. All subsoil, except the upper 3 feet and controlled fill for utility structures: 95
b. Controlled fill for structures, except the upper 1 foot, and subsoil beneath pavements and
slabs 1 foot to 3 feet in depth: 98
c. Upper 1 foot of fill and all surface compaction for structures and pavements: 100
d. Granular Materials, except Drainage Fill in basins: 100
e. Drainage Fill in basins, upper 3 feet of lawn and open areas, and planting beds: Compact
or loosen as recommended by the Testing Laboratory to minimize risk of settlement
without inhibiting drainage through topsoil, planting material, and subsoil, and
subsequent establishment of vegetation.
3.12 PROTECTION, REPAIR, AND MAINTENANCE
A. Protection
1. Protect newly graded areas from traffic.
2. Provide coordination for erosion protection of completed graded surfaces.
B. Repair
1. If tests indicate work does not meet specified requirements, remove work, replace, and retest
at no cost.
2. Property which is to remain that is damaged by the Work of this Section shall be repaired to
like or better condition, or replaced with new construction prior to acceptance as directed by
the Owner.
3. Reestablish grades and material density in areas affected by traffic, subsequent Work, eroded
areas, adverse weather, or settlement of soil.
END OF SECTION
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Proj. #216-0199 Chanhassen, MN
SEEDING AND SODDING
July 13th, 2017 32 9219 – Page 1
SECTIONS 32 9219
SEEDING AND SODDING
PART 1 – GENERAL
1.01 SUMMARY
A. Section Includes
1. Spreading, fine grading, and conditioning topsoil from on site stockpiles or providing
additional soil as needed from an off-site source.
2. Seeding, mulching, and maintenance of permanent turf and grass areas established from seed.
3. Sodding and maintenance of sod areas.
B. Alternates
1. The Contractor may substitute for specified seed with established plant material or alternate
seed mixes, with prior approval.
2. Alternates will be considered only for replacement of seed that may be unavailable or to
provide assurance of the establishment of special turf areas under locally prevailing
environmental conditions.
1.02 RELATED SECTIONS
A. Section 01 5713 – Temporary Erosion and Sediment Control
B. Section 31 1000 – Site Clearing
C. Section 31 2200 – Grading
1.03 REFERENCES
A. Minnesota Department of Transportation Seeding Manual (Mn/DOT), Current Edition.
B. Minnesota Department of Transportation Standard Specifications for Construction (Mn/DOT),
current Edition
B. Mn/DOT/Minnesota Board of Water and Soil Resources (BWSR), Guidelines for Restoring and
Managing Native Wetland Vegetation
C. United States Department of Agriculture – Natural Resources Conservation Service (NRCS)
D. Minnesota Crop Improvement Association (MCIA)
E. Minnesota Pollution Control Agency (MPCA), PLANTS for Stormwater Design
F. ASTM D5268 – Specification for Topsoil Used for Landscaping Purposes
1.04 DEFINITIONS
A. Pure Live Seed (PLS): Measurement of the amount of seed that germinates in a standard
germination test plus the amount found to be alive, but dormant, from a viability test.
B. Yellow Tag Certified: Documentation of origin of native species conforming to the MCIA
Quality Control program.
C. Weed
1. Plants, seeds, seed bearing stalks, and other reproductive propagules defined as noxious by
the NRCS.
2. Plants, seeds, seed bearing stalks, and other reproductive propagules that are not
commercially available as lawn grasses or specified as a component of a seed mix.
D. Specialty Turf Areas: Turf areas designated as other than lawn space such as infiltration basins,
wetland buffers, and raingardens.
1.05 SYSTEM DESCRIPTION
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A. Performance Requirements – Specialty Turf Areas
1. A well vegetated area with a diversity of grasses, forbes, and/or sedges.
2. Composition of perennials or self seeding suited to periodic inundation with intervening
drought conditions and requiring low maintenance.
1.06 SUBMITTALS
A. Product Data: Manufacturers or suppliers data for fertilizers and soil conditioners or supplements
with sufficient information demonstrating that products meet or exceed specifications.
B. Quality Assurance
1. Test Reports
a. Summary reports of recommendations for supplements and conditioners for topsoil
stockpiled on site.
b. Summary reports of topsoil testing for approval of borrow material from an off-site
source including recommendations for supplements and conditioners.
2. Certificates
a. Sod: Source and composition including growing conditions.
b. Seed: Seed origin, purity, genotypes, composition, and minimum germination.
c. Mulch: MCIA weed free when required on plans.
d. Fertilizer: Chemical analysis.
3. Qualification Statements: Contractor’s statement of work experience and project references
consistent with Quality Assurance requirements.
4. Alternates: Complete description of proposed alternates as a deviation from the specified
system or substitution of seed or established plant materials.
C. Schedule: Planting dates and maintenance program extending 2 years beyond the date of
Substantial Completion for Specialty Turf Areas with planting commencing not longer than one
week following completion of planting soil preparation.
D. Closeout: Written recommendations for ongoing maintenance of Specialty Turf Areas for a
period of 3 years following expiration of extended warranty period with contact information for
troubleshooting.
1.07 QUALITY ASSURANCE
A. Qualifications: Installation and maintenance shall be by a Contractor familiar with Referenced
Standards and Regulatory Requirements and with a record of five similar installations that have
been in place for a minimum of three years.
B. Regulatory Requirements
1. Erosion Prevention and Sediment Control: Provide coordination for provision of measures
necessary to protect soil surfaces from erosion and transport of sediment in accordance with
Work of Related Sections, and consistent with any permits issued or codes, ordinances, or
regulations by Authorities Having Jurisdiction.
2. Fertilization: Comply with regulations by Authorities Having Jurisdiction over chemical
content or method of application of necessary fertilizers or soil supplements.
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C. Field Samples
1. Sod
a. Install a minimum 25-foot square area of sod for examination by the Owner’s
Representative to establish the quality of installation against which the remainder of the
Work will be compared for approval.
b. Provide all necessary correction or remediation requested prior to initiating the remainder
of the installation.
2. Mulch
a. Install a minimum 50-foot square area of disc-anchored mulch for examination by the
Owner’s Representative to establish the quality of installation against which the
remainder of the Work will be compared for approval.
b. Provide all necessary correction or remediation requested prior to initiating the remainder
of the installation.
D. Pre-Installation Meetings: Schedule during periodic progress meetings with Owner and
Contractors performing Work under Related Sections.
1.08 DELIVERY, STORAGE, AND HANDLING
A. Shipping
1. Transport sod within 24 hours of cutting.
2. Protect sod from drying during transport.
3. Test topsoil from off site sources and obtain approval for use prior to shipping.
4. Ship packaged material in original containers with labels attached.
B. Acceptance at Site
1. Topsoil: Material shall not be accepted until required testing and reports are complete and
material has received Owner approval for incorporation into the Work.
2. Packaged Material: Attached labels shall show information regarding contents, weight,
analysis, manufacturer, etc. sufficient for determination that delivered material meets
specifications.
3. Sod: Material shall not be accepted that shows signs of heat distress, is in a dried or
oversaturated condition, contains noticeable amounts of weeds, or lacks uniformity of
vegetation or appearance.
4. Mulch
a. Materials shall be in an air-dried condition.
b. Documentation of MCIA field inspection shall accompany weed free mulch.
C. Handling
1. Place and fine grade topsoil borrow within 48 hours of delivery.
2. Place sod within 24 hours of delivery.
D. Storage and Protection
1. Soil Stockpiles
a. Verify or obtain approval of locations for temporary stockpiles.
b. Construct stockpiles to provide free drainage of surface water.
c. Provide coordination for provision of erosion prevention for stockpiles.
d. Protect stockpiles from contamination.
e. Secure stockpiles against unauthorized use or removal.
2. Maintain sod in a moist but unsaturated condition until final placement.
3. Store seed, fertilizer, and other soil supplements that may be damaged by temperature
extremes or moisture in weather proof climate controlled enclosures.
4. Protect mulch materials from rain or flowing water.
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Proj. #216-0199 Chanhassen, MN
SEEDING AND SODDING
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1.09 PROJECT CONDITIONS
A. Environmental Requirements
1. Do not place sod or seed on frozen or overly saturated soil.
2. Do not place seed, fertilizer, or mulch materials when windy conditions would contribute to
uneven distribution of material.
3. Provide for coordination of requirements for dewatering, erosion protection, and sediment
control as specified in Related Sections.
B. Existing Conditions
1. Obtain test results for stockpiled topsoil obtained from Site Clearing operations.
1.10 SEQUENCING AND SCHEDULING
A. Seeding
1. Schedule seeding to occur during optimum spring and/or fall planting periods.
2. Provide any additional maintenance requested by the Owner and assume all risk for
performance of seeded areas for Work completed outside of optimum planting periods.
1.11 WARRANTY
A. Specialty Turf Areas: Provide an extended warranty for a period of 2 years from the date of
Project Substantial Completion.
1.12 OWNER’S INSTRUCTIONS
A. Provide a minimum of 2 hours of instruction to Owner’s operating personnel in ongoing
maintenance of Specialty Turf Areas consistent with Closeout Submittals.
1.13 MAINTENANCE
A. General: Inspect Turf and Grass areas periodically following installation and provide all
maintenance until Project Substantial Completion for lawn areas and end of extended warranty
periods for Specialty Turf Areas.
B. Watering
1. Provide periodic watering of seed and sod areas sufficient to ensure germination and establish
a healthy root system and continued growth.
2. After initial establishment of seed areas or 14 days after installing sod provide watering a
minimum of every 4 days unless natural rainfall provides sufficient moisture.
3. Watering may be terminated in areas where irrigation is provided upon completion of the
irrigation system and acceptance by the Owner.
C. Weed Control: Provide weed control by hand pulling, hoeing, selective chemical treatment, or
other acceptable method consistent with Referenced Standards, local regulations, and customary
lawn care practices.
D. Damage
1. Immediately repair washouts, gullies, or other erosion damage.
2. Restore mulch to original condition when blown by wind or washed away by rain.
3. Immediately replace sod showing signs of distress within 30 days following installation.
E. Mowing
1. Mow lawn grasses to maintain a nominal height of 2”.
2. Do not remove more than 1/3 of the height with each mowing.
3. Bag and remove grass clippings from sodded areas.
PART 2 – PRODUCTS
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2.01 MATERIALS
A. Topsoil
1. Fertile, friable soils from the A and B soil horizons as defined by NRCS.
2. Free of stones larger than one inch, roots, vegetation, debris, large clods of soil, or significant
quantities of subsoil.
3. Free of toxic quantities of residual herbicide, acid, or alkaline elements.
4. Generally complying with the following composition.
Parameter Minimum Maximum
Passing #10 sieve 90%
Clay 5% 30%
Silt 10% 70%
Sand 10% 70%
Organic Matter 3% 20%
pH 6.1 7.5
B. Seed
1. Mixes as indicated in the schedule on the plans.
2. Certified content of Pure Live Seed.
3. MCIA Yellow Tag Certified if indicated on plans.
C. Sod
1. Nursery grown cultured sod planted on cultivated land and grown specifically for lawn sod
purposes containing not less than 60% Kentucky Bluegrass.
2. Regularly mowed and maintained at the source to provide quality and uniformity, and cut in
uniform strips.
3. Raked free from debris and excess thatch and mowed to a nominal height of 2 inches.
4. Soil/root mass thickness of 1-1/2 inches, + 1/4 inch, with a dense root system.
5. Strong enough to support its own weight and resist tearing and breaking when suspended
from a firm grasp on the upper 10 percent of the section.
6. Actively growing condition with adequate but not excessive moisture retention.
7. Relatively free from disease, harmful nematodes, soil borne insects, and grassy or broadleaf
weeds.
D. Fertilizer
1. General: Fertilizer composition requirements shall be determined by soil tests.
2. Lawn Areas: Commercial formula homogeneous in composition containing minor trace
elements and minimum analysis of 0% total Nitrogen, 26% Phosphoric acid, and 26% water
soluble Potash.
3. Specialty Turf Areas: Organic granular slow release formula.
2.02 ACCESSORIES
A. Mulch
1. Type 1: Clean cuttings of relatively weed free straw from grain, hay, agricultural or native
grasses, or legumes.
2. Type 3: MCIA certified weed free.
3. Wood Fiber Blanket: Random interlocking matrix of wood strands (excelsior) contained in a
netting of photo/bio-degradable material.
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B. Anchoring Pegs: Wood or other similar degradable material.
C. Water: Suitable for irrigation free from ingredients detrimental to plant survival or that may
cause staining.
2.03 SOIL SUPPLEMENTS
A. General: Soil supplements shall generally meet the following criteria and shall be specifically
determined by results of soil tests.
B. Aglime: Natural limestone containing not less than 85% total carbonates with minimum 90%
passing a #10 sieve and 50% passing a # 100 sieve
C. Aluminum Sulfate: Commercial grade
D. Peat Humus: FS Q-P-166 with texture and pH range for intended use and finely shredded
E. Bone Meal: Commercial raw finely ground with minimum 4% nitrogen and 20% phosphoric acid
F. Superphosphate: Soluble mixture of treated minerals with 20% available phosphoric acid
G. Sand: Washed mason sand
H. Perlite: Certified Horticultural Grade by Perlite Institute
I. Vermiculite: Horticultural grade free of toxic substances
J. Sawdust: Rotted and free from chips, stones, sticks, and toxic substances with 7.5 lbs. of
uniformly mixed nitrogen per cubic yard
K. Manure: Decomposed unbleached stable or cattle manure with not more than 25% by volume
straw, sawdust, or other bedding materials and containing no toxic substances
L. Peat: Partially decomposed sphagnum moss
2.04 SOURCE QUALITY CONTROL
A. Topsoil shall be tested for ph, water holding capacity, organic content, fertility, and residuals of
lawn or agricultural chemicals.
B. Obtain alternate seed or plant material from an MCIA Certified Approved Collector/Producer.
C. Obtain sod from a single source.
PART 3 – EXECUTION
3.01 EXAMINATION
A. Site Verification of Conditions
1. Verify locations of below grade and near surface features such as irrigation equipment, hand
holes, valve boxes, etc. that may be damaged by execution of Work.
2. Verify that underground construction and Earth Moving is complete and that subsoil is not
over compacted.
3. Verify sequence and schedule for provision and subsequent removal of erosion prevention
and sediment control devices.
4. Verify available quantity of topsoil stockpiled on site.
5. Verify that all pre-closeout submittals have been received.
3.02 PREPARATION
A. Protection
1. Protect and maintain benchmarks and monuments established for the Work.
a. Provide service of Licensed Land Surveyor for any needed relocation.
2. Protect plant material to remain.
a. Provide or maintain temporary protection measures consistent with requirements of
Related Sections.
3. Protect utilities, structures, and equipment which are newly constructed or to remain.
a. Provide temporary support as needed to prevent movement or settlement.
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b. Place soil uniformly around structures to prevent wedging action.
c. Monitor use of equipment and provide alternate methods if risk of damage is apparent.
d. Provide planks or other protective covering over pavements that must be crossed to
prevent damage by extreme loads or lugged or tracked equipment or staining by rubber
tired equipment.
B. Surface Preparation: Roughen subgrade surface with discs, tillers, or drags within 24 hours prior
to installing topsoil.
3.03 INSTALLATION
A. Topsoiling
1. Blend necessary soil supplements with approved topsoil by mechanical means prior to
spreading or immediately after spreading.
a. Blending methods shall produce a uniform homogeneous mix within the top 4 inches of
soil in lawn areas.
b. Blending methods shall produce a uniform homogeneous mix for the full depth of
planting soil in special turf areas.
2. Spread conditioned topsoil to provide a minimum depth of 4 inches following seed bed
firming or sod rolling in lawn areas and full depth elsewhere as indicated on plans.
a. Avoid excessive and repeated travel over topsoil surfaces to prevent compaction.
b. Fine grade lawn areas to a smooth, even, and well drained surface condition.
3. Tolerances
a. Finished grade tolerances shall be as indicated in Related Sections.
b. Thickness: Minus 1/2 inch
c. Hold Down for Sod: Thickness of soil/root mass + 1/4 inch
B. Fertilizing
1. Blend fertilizer during topsoil conditioning or apply to topsoil after spreading.
a. Spread dry and free flowing fertilizer with a mechanical spreader capable of uniform
application at the rates indicated on the plans or as determined by soil tests.
b. Mix uniformly into top 3 inches of topsoil with roto-tiller, harrow, disc, or other
mechanical method.
2. Overseeding: Apply fertilizer in accordance with Referenced Standards and manufacturers
recommendations.
C. Seeding
1. General
a. Apply with a mechanical spreader capable of uniform application at the rates indicated on
the plans.
b. Apply in two passes at perpendicular directions.
c. Provide soil/seed contact by dragging, raking, or other acceptable means.
d. Lightly compact topsoil immediately following seeding.
2. Hydroseeding
a. Provide hydroseeding in areas indicated on plans.
b. Hydroseeder shall provide continuous agitation to keep seed suspended until pumped.
c. Pump pressure shall be continuous to provide non-fluctuating stream.
d. Use fan nozzles when necessary to obtain total ground coverage with uniform seed
distribution.
e. Apply seed in 2 passes.
3. Mulching – Type 1 and 3
a. Apply immediately after seeding on all surfaces less than 3 horizontal to 1 vertical at the
application rates shown on the plans.
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July 13th, 2017 32 9219 – Page 8
b. Apply Type 1 to lawn areas, Type 3 to Specialty Turf Areas.
c. Apply by mechanical means to provide uniform distribution.
d. Disc anchor mulch in accordance with Referenced Standards at locations shown on plans.
4. Mulching – Wood Fiber Blanket
a. Apply immediately after seeding on all surfaces at 3 horizontal to 1 vertical and steeper
and at areas of concentrated flow as shown on the plans.
b. Install in accordance with manufacturer’s recommendations and fix in place with
degradable pegs.
5. Watering
a. Begin watering immediately after installation of mulch and continue daily for 14 days or
until germination is complete and root systems are established.
b. Provide specified Maintenance thereafter until Project Substantial Completion for lawn
areas and end of extended warranty for Specialty Turf Areas.
D. Sodding
1. Begin sodding at lower elevations and proceed upslope.
2. Place strips perpendicular to flow of water on slopes steeper than 10 horizontal to 1 vertical.
3. Place sod from topsoil soil surface raking disturbed areas smooth as laying progresses.
4. Place edges tightly together without stretching so no open joints are apparent.
5. Stagger end joints a minimum of 2 feet.
6. Provide hold down of sod mat equivalent to the root/soil mass adjacent to seeded surfaces and
pavement to provide free flow of water from adjacent surfaces and uniform slopes between
contours and spot elevations indicated on the plans.
7. Provide watering of sod daily as work progresses sufficient to wet full depth of topsoil for a
minimum of 14 days.
8. Compress sod into contact with topsoil by rolling or tamping immediately following initial
watering.
9. Fix sod in place on slopes of 4 horizontal to 1 vertical and steeper with degradable pegs
staggering 2 pegs per strip width for every 2 feet in length.
10. Provide specified Maintenance until Project Substantial Completion.
3.04 RESTORATION
A. Provide seeding or sodding as for new construction in areas occupied by temporary erosion
protection and sediment control devices immediately upon their removal.
B. Provide maintenance of such areas for a minimum of 30 days or upon acceptance by Owner.
3.05 CLEANING
A. Sweep up all spilled or overspread fertilizer and soil supplements immediately.
B. Sweep up dropped or tracked soil daily.
C. Remove wheel marks form paved surfaces.
3.06 PROTECTION
A. Protect all newly seeded or sodded areas from foot and vehicular traffic for a minimum of 14
days or until root systems become established, whichever is longer.
END OF SECTION
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PLANTS
July 13th, 2017 32 9300 – Page 1
SECTION 32 9300
PLANTS
PART 1 – GENERAL
1.01 SUMMARY
A. Section Includes
1. Preparation of planting beds including excavation and removal of excess soil.
2. Providing plant material
3. Providing planting soil, mulch, and accessory items for plant material and planting beds.
4. Maintenance of plant material.
B. Alternates
1. The Contractor may substitute for specified plant material with prior approval.
2. Alternates will be considered only for replacement of material that may be unavailable.
3. If substitutions are proposed, submit proof of non-availability with proposal for replacement
material.
1.02 RELATED SECTIONS
A. Section 31 1000 – Site Clearing
B. Section 31 2200 – Grading
C. Section 32 9219 – Seeding and Sodding
1.03 REFERENCES
A. Minnesota Department of Transportation Standard Specifications for Construction (Mn/DOT),
current edition with current supplements.
B. ANSI Z60.1 – American Standards for Nursery Stock – American Association of Nurserymen
(AAN)
C. Standardized Plant Names – American Joint Committee on Horticulture Nomenclature
D. Association of Official Agricultural Chemists (AOAC)
E. United States Department of Agriculture – Natural Resources Conservation Service (NRCS)
F. ASTM D5268 – Specification for Topsoil Used for Landscaping Purposes
1.04 SYSTEM DESCRIPTION
A. Performance Requirements
1. Specifications are minimum requirements.
2. It is the Contractor’s responsibility to determine and provide any additional measures
necessary to assure healthy plant growth until completion of the extended warranty period.
1.05 SUBMITTALS
A. Product Data: Manufacturer’s or supplier’s data or certificates for soil supplements and plant
material with sufficient information demonstrating that materials or products meet the
specifications.
B. Samples
1. One pound of mulch.
2. One square foot of weed barrier.
C. Quality Assurance
1. Test Reports: Summary reports of recommendations for supplements and conditioners for
topsoil stockpiled on site or obtained from an off-site source.
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2. Qualification Statements: Contractor’s statement of work experience and project references
consistent with Quality Assurance requirements.
3. Alternates: Complete description of proposed alternates as a deviation from the specified
plant materials.
4. Notification: Shipping dates for plant material.
D. Schedule: Planting dates and maintenance program extending 2 years beyond the date of
Substantial Completion.
E. Closeout: Extended warranty.
1.06 QUALITY ASSURANCE
A. Qualifications: Installation and maintenance shall be by a Contractor familiar with Referenced
Standards and Regulatory Requirements and with a record of five similar installations that have
been in place for a minimum of three years.
B. Regulatory Requirements
1. Plant materials shall comply with local, state, and federal regulations and ordinances relating
to inspection for diseases and insect infestation.
2. Obtain and pay the fee for any permits necessary to carry out the Work.
C. Pre-Installation Meetings: Schedule during periodic progress meetings with Owner’s
Representative and Contractors performing Work under Related Sections.
1.07 DELIVERY, STORAGE, AND HANDLING
A. Shipping
1. Notify Owner’s Representative one week prior to shipping plant material indicating method
of shipping and providing itemized list of materials to be delivered correlated to the planting
times and plan schedule.
2. Ship plant material within 24 hours of digging in soil balls or containers in which the plant
has been growing.
3. Provide protection against extreme heat or cold, wind damage, and loosening or drying of
root balls.
a. Spray deciduous trees and shrubs with anti-desiccant prior to moving when transported in
full leaf.
b. Use protection methods that will preclude damage to bark and breaking of branches by
ropes, wires, or ties, etc.
4. Test topsoil and obtain approval for use prior to shipping.
5. Ship packaged material in original containers with labels attached.
B. Acceptance at Site
1. Planting Soil: Material shall not be accepted until required testing and reports are complete
and material has received Owner approval for incorporation into the Work.
2. Packaged Material: Labels shall show information sufficient for determination that delivered
material meets specifications.
3. Contractor Inspection: Inspect plant material prior to unloading for type, quality, size,
condition of root balls, diseases, insects, and injury.
4. Reject plant materials without unloading if showing any of the following conditions.
a. Signs of heat distress.
b. Disfiguring knots, scald injuries, abrasions of the bark.
c. Disease, insect eggs, borers, or signs of infestation.
d. Distressed foliage or buds.
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July 13th, 2017 32 9300 – Page 3
e. Non-typical trunks or branch systems or overgrown.
f. Damaged or cut leader.
g. Broken, loose or excessively dry root balls; loose containers, or showing signs of being
recently canned.
h. Manufactured, artificially produced, or “mudded in” root balls.
C. Handling
1. Minimize handling of plant material during preparation for shipping, unloading, and final
placement.
2. Unload large plant stock directly into prepared planting pits to the greatest extent practicable.
3. Unload and handle plant material without dropping or handling stems, trunks, or branches.
4. Place planting soil within 3 days of delivery.
5. Place plant material within 30 hours of delivery.
D. Storage and Protection
1. Soil Stockpiles
a. Verify or obtain approval of locations for temporary stockpiles.
b. Provide free drainage of surface water.
c. Provide coordination for provision of erosion protection.
d. Protect from contamination and secure against unauthorized use or removal.
2. Plant Material (if not planted within 4 hours): Store in a shaded location and cover root balls
with moist soil, mulch, or other material to prevent drying.
3. Store packaged material that may be damaged by temperature extremes or moisture in
weather proof climate controlled structures.
1.08 PROJECT CONDITIONS
A. Environmental Requirements
1. Do not conduct planting when soil is frozen, during freezing conditions, or when freezing is
predicted within 48 hours of planting.
2. Do not conduct planting during heavy rainfall or when soil is saturated.
3. Wrap deciduous trees planted in the Fall.
B. Existing Conditions: Obtain test results for topsoil stockpiled during Site Clearing.
1.09 SEQUENCING AND SCHEDULING
A. Prepare a schedule for planting to occur during optimum spring and/or fall planting periods.
B. Provide additional maintenance requested by the Owner and assume all risk for planting
performed outside of optimum planting periods.
1.10 WARRANTY
A. Provide 100% replacement warranty extending for a period of 2 years from date of substantial
completions.
1. Determination of replacement will be made by the Owner.
2. Replacement shall be of the size and type originally specified.
3. Replacement occurring within the final year of the warranty shall be guaranteed through one
complete growing season.
B. Contractor’s Option: The Contactor may provide an escrow account in lieu of the warranty
period covering 115% of the replacement, including labor, to be used by the Owner for necessary
replacement.
1. Plants covered under the escrow, and which are disputed regarding needed replacement, may
be left in place for one additional growing season, at the discretion of the Contractor.
1.11 MAINTENANCE
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July 13th, 2017 32 9300 – Page 4
A. General: Inspect plantings periodically following installation and provide all maintenance of
plants and planting beds, and guys and stakes, until the end of the extended warranty period.
B. Watering
1. Provide periodic watering to establish a healthy root system and ensure continued growth.
2. Watering may be terminated in areas provided with irrigation upon completion of the system
and acceptance by the Owner.
3. Contractor shall periodically verify that irrigation system is operating and delivering adequate
moisture as part of the maintenance.
C. Weed Control: Provide weed control by hand pulling or hoeing.
D. Mulch
1. Restore or replace mulch that is displaced by wind or storm water.
2. Replace weed barrier shown to be ineffective.
E. Pruning: Provide necessary pruning to ensure healthy plant growth and acceptable form and
character.
PART 2 – PRODUCTS
2.01 MATERIALS
A. Plant Material
1. Plant material names, sizes, and grades shall conform to Referenced Standards.
a. The listed height and caliper of trees, height and spread of evergreens and shrubs, and
diameter of root balls or container dimensions are the minimum required.
b. Height and spread dimensions refer to the main body of the plant when branches are in
normal growth position measured in accordance with Referenced Standards.
2. Provide tree spaded or balled and burlapped trees and shrubs conforming to Referenced
Standards unless noted on plans.
3. Limitations for container stock are shown on the plans.
4. Deciduous trees shall be single stem unless noted on the plans.
B. Planting Soil
1. Topsoil for planting soil shall conform to soil specified in Related Sections.
2. Planting soil mixture shall be homogeneously blended and composed of a minimum of five
parts topsoil, one part peat moss, and one part sand with fertilizer and other soil supplements
and conditioners added as recommended by analysis tests for the type of plant specified.
C. Supplements and Conditioners
1. General: Supplements shall generally meet the following criteria and shall be specifically
determined by results of soil tests.
2. Fertilizer: Commercial fertilizer part of the elements of which are derived from organic
sources and containing 5% Nitrogen, 20% Phosphoric Acid, and 20% Potash by weight
3. Aglime: Natural limestone containing not less than 85% total carbonates with minimum 90%
passing a #10 sieve and 50% passing a # 100 sieve
4. Aluminum Sulfate: Commercial grade
5. Peat Humus: FS Q-P-166 with texture and pH range for intended use and finely shredded
6. Bone Meal: Commercial raw finely ground with minimum 4% nitrogen and 20% phosphoric
acid
7. Superphosphate: Soluble mixture of treated minerals with 20% available phosphoric acid
8. Sand: Washed mason sand
9. Perlite: Certified Horticultural Grade by Perlite Institute
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10. Vermiculite: Horticultural grade free of toxic substances
11. Sawdust: Rotted and free from chips, stones, sticks, and toxic substances with 7.5 lbs. of
uniformly mixed nitrogen per cubic yard
12. Manure: Decomposed unbleached stable or cattle manure with not more than 25% by
volume straw, sawdust, or other bedding materials free of toxic substances
13. Peat: Partially decomposed sphagnum moss
14. Compost: Humus rich commercially prepared from leaves and yard waste free of viable seed
and toxic substances
2.02 ACCESSORIES
A. Water: Suitable for irrigation free from ingredients detrimental to plant survival or that may
cause staining.
B. Wood Stakes and Braces (minimum): Common lumber of following sizes
Tree Size Brace Stakes Guy Stakes
1” to 3-1/2" 2” X 2” X 9’ 2” X 2” X 2’
4” + NA 2” X 2” X 3’
Conifers NA 2” X 2” X 3’
C. Metal Stakes: Standard 10.4-pound minimum T or Y section steel fence posts 8 feet long with an
anchor plate
D. Guy Wires: Commercial grade galvanized; 12 gauge for trees up to 4” diameter, 9 gauge all
others
E. Wire Collars: New ply fabric bearing garden hose minimum 1/2" inside diameter
F. Tree Wrap: Insect resistant first quality 4-inch-wide roll of bituminous impregnated corrugated
or crepe paper tape specifically manufactured for protective tree wrapping
G. Mulch: As indicated on plans
H. Edging: As indicated on plans
I. Weed Barrier: As indicated on plans
J. Tree Paint: Asphaltic base which dries and hardens after application
K. Anti-desiccant: Emulsion type, film forming
2.03 SOURCE QUALITY CONTROL
A. Materials Analysis
1. Packaged standard products shall bear labels showing manufacturer’s certified analysis, brand
name, and net weight.
2. Other products shall be analyzed by a recognized laboratory in accordance with methods
established by AOAC.
B. Plant Material
1. Inspect plant material at nursery prior to digging and shipping for conformance with
Referenced Standards.
2. Provide securely attached waterproof tags for verification that materials inspected will be
those delivered.
3. Obtain plant materials from nurseries located in the same hardiness zone as the project.
a. Trees and shrubs shall have been in place before digging for a minimum of 2 years.
b. Trees and shrubs not originating at the nursery shall have been transplanted or root
pruned within three years prior to installation.
c. Non-woody perennials shall have been in place for a minimum of 1 year.
4. Container grown stock is permitted only as indicated on the plans.
5. Obtain plant material from single sources to the greatest extent practicable.
6. Dig and prepare plant material for transport in accordance with Referenced Standards.
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7. Provide root balls of sufficient size to include all fibrous and feeding roots necessary to
establish healthy growth.
C. Soil Material
1. Soil shall be tested for pH, water holding capacity, organic content, fertility, and residuals of
lawn or agricultural chemicals.
2. Obtain soil from same source for all installation.
3. Soil supplements for topsoil borrow may be blended at the source or on-site.
PART 3 – EXECUTION
3.01 EXAMINATION
A. Verification of Conditions
1. Verify that Earth Moving and underground construction is complete.
2. Verify locations of below grade and near surface features such as irrigation equipment,
handholes, valve boxes, utilities, etc. that may require protection or hand digging to preclude
damage by execution of Work.
3. Verify available quantity of topsoil stockpiled on site.
4. Verify source and quality of water and availability for use.
a. Furnish needed hoses, connections, meters, and trucks; obtain all necessary permits and
pay fees.
5. Verify all pre-closeout submittals have been made.
3.02 PREPARATION
A. Protection
1. Protect and maintain benchmarks and monuments established for the Work.
a. Provide services of Licensed Land Surveyor for any needed relocation.
2. Protect utilities, structures, and equipment which are newly constructed or to remain.
a. Provide temporary support if needed to prevent movement.
b. Place soil uniformly around structures to prevent wedging action.
c. Provide protective covering over pavements that must be crossed to prevent damage,
staining, or discoloration.
B. Surface Preparation
1. Stake and identify plant material locations prior to delivery of plants.
2. Rake surfaces to smooth and uniform condition and remove all debris prior to installing weed
barrier.
3.03 PLANT INSTALLATION
A. General: Planting methods shall conform to Referenced Standards, acceptable industry standards,
and specific to the plant type being installed.
B. Excavating Planting Pits
1. Excavate planting pits in conformance with plan details and remove soil prior to moving
plant to the location.
2. Excavate 2 feet larger in diameter than the root ball for trees and 1 foot for shrubs and
perennials.
3. Excavate to a depth sufficient to allow placement of a minimum of 12 inches of compacted
planting soil beneath the root ball and to maintain finished grade at the surface at the same
relationship at which the plant was grown.
C. Setting Plants
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1. Backfill planting pits with 12 inches of moistened and tamped planting soil prior to setting
plants.
2. Lower plants into pits without dropping and provide temporary support to maintain plants
plumb during backfilling until permanent support can be provided.
a. Container stock shall be removed from containers prior to setting.
3. Cut binding and burlap from balls, trim and remove excess, leaving bottom bearing layers in
place.
a. Examine soil mass surrounding root balls and roots prior to backfilling.
b. Remove and dispose of plants showing evidence of being root bound, if ball is cracked or
broken, or showing signs of infestation or disease.
4. Backfill pit uniformly with planting soil in 8 inch lifts until 2/3 full.
a. Agitate with shovels and lightly tamp each layer as backfill proceeds to break up clods of
soil and eliminate air voids around the root ball.
b. Fill pit full with water when backfill is 2/3 complete and allow to soak away.
5. Backfill remainder of pit with planting soil and slightly overfill to allow for settling.
D. Watering
1. Begin watering immediately after setting plants and maintain soil in a moist condition for 14
days.
a. Dish top of fill in planting pit to hold applied water after initial settling and prior to
mulching.
2. Provide specified Maintenance thereafter until the end of extended warranty.
3.04 PRUNING
A. Prune trees and shrubs one week after planting with clean sharp tools.
B. Remove only dead or damaged branches or as needed to maintain natural form and character
specific to type up to a maximum of 1/3 of branches and do not cut leaders.
C. Cover cuts 1/2 inch and larger with tree paint.
D. Do not prune shrubs to smaller than size specified.
E. Apply anti-desiccant to provide a complete film over trunks, branches, stems, and foliage one
week after pruning.
3.05 ACCESSORY INSTALLATION
A. Stakes and Braces
1. Stakes and braces are optional.
2. Install in accordance with plan details.
3. Remove all braces following one growing season.
B. Tree Wrap
1. Wrap deciduous trees after applying anti-desiccant.
2. Cover entire surface of trunk from base to bottom of first branches.
3. Secure wrapping at top and bottom with tree paint.
C. Edging: Install edging as indicated on plans in accordance with manufacturers recommendations.
D. Mulching
1. Install weed barrier to cover entire planting beds, shrub, and tree pits.
2. Overlap weed barrier a minimum of 6 inches at edges.
3. Spread mulch evenly to a minimum depth of 4 inches or as indicated on plans.
3.06 FIELD QUALITY CONTROL
A. Observations: Notify Owner 5 days prior to planting if different from approved schedule for
periodic observations.
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July 13th, 2017 32 9300 – Page 8
3.07 CLEANING
A. Sweep up spilled or tracked material which may be washed into the storm sewer system or curbs
and gutters on a daily basis.
B. Remove wheel marks from paved or painted surfaces.
END OF SECTION
StandardSpeci cations
ANDDetail Plates
Chanhassen | Minnesota
1
CITY OF CHANHASSEN
STANDARD SPECIFICATIONS REVISIONS
Rev. 2016/2017
STREETS
Section 1.03 Second paragraph, first sentence has been revised to read: Test or proof rolling…
Section 2.03 Part B – First paragraph, first sentence has been revised to read: The full thickness of
each layer of Classes 5 or 6 shall be compacted to achieve passing results in a
modified DCP or a penetration index…
Section 3.02 Added (was inadvertently removed in 2015): City Of Chanhassen Compaction Test
Method
Section 4.05 Part A – Added Section 2461 to first paragraph.
Part A. 8. – Deleted and rewritten into new #8 and #9
Section 4.11 Part A. 1. – Revised; Lettering Height table added
Part C – Rewritten
Section 4.14 Added to first paragraph: …and the current MnDOT Seeding Manual
Part B. 2. – Seed mixture values revised.
Part C. 3a. & 3c. – Revised
SANITARY AND STORM
Section 1.06 “Standard Specifications for Highway Construction” of the Minnesota Department of
Transportation Edition is revised to 2016.
Section 1.06 City Engineers Association “Standard Utilities Specifications” for Watermain and
Service Line…. Edition is revised to 2013.
Section 2.03 Part A, first sentence revised to remove: “….and the last three lines of pipe into
ponds or ditches.”
Section 2.04 Section revised: “No corrugated metal pipe allowed….”
Section 2.07 >26 feet Pipe Class revised to “C900”
Section 2.10 Beginning of 3rd paragraph revised to “When approved by….”
Section 2.11 2nd paragraph: Standard manhole casting M.C.I. #309 has been removed and shall be
in accordance with Standard Detail Plate “#2111”. Last sentence regarding total
allowable weight has been deleted.
Section 2.12 Added sentence to beginning of first paragraph.
Section 2.13 Section revised.
Section 2.14 Section renamed. First sentence of first paragraph revised.
2
Section 2.14A 2nd paragraph: Barrier height revised from 18” to no more than 24”.
3rd paragraph deleted.
Section 2.14B Beginning of 1st paragraph revised. Last paragraph revised to add “storm or”…
Section 2.16 Section revised.
Sections 2.18B, 2.18C & 2.18G: MnDOT Specifications nos. revised.
Section 2.19 2nd paragraph revised. Last paragraph, 1st sentence: PE has been revised to PVC.
Section 7.01 Sentence added to end of 2nd paragraph.
Section 7.02 Polyvinyl Chloride Pipe (PVC): MnDOT specification no. revised. Sentence:
“These materials shall all pass….” has been deleted.
High Density Polyethylene (HDPE): MnDOT specification no. revised. Sentence:
“These materials shall all pass….” has been deleted.
Section 7.03 1st paragraph – “Section 2503.3B” deleted.
Section 10.02 2nd paragraph: Revised.
Section 12.05 “4” ” [adjusting rings] has been deleted. Second sentence revised.
Section 12.09 Section title revised. Second sentence revised.
Section 13.07 Section title revised. Paragraph revised to reflect section title.
Section 14.03 Language added at end of section.
Section 19.00 Paragraph has been revised to read: ….newly constructed “or repaired” gravity….
Section 19.01 Sentence added to end of 2nd paragraph. Sentence added to end of 3rd paragraph.
Section 20.15 “PE pipe” has been replaced with “trench”.
Section 21.09 New Section: Trace Wire. *All consecutive sections renumbered accordingly.
SANITARY SEWER REHABILITATION
Section 2.01A First sentence revised; deleted “…or mechanically powered equipment”.
Section 4.02E First sentence revised to add language regarding joint sealing televising video.
Section 5.01A Section revised.
Section 5.03 Section deleted (Install Manhole Steps)
Section 5.04 Made to new Section 6.00
Section 6.00 New Section: Chemical Sealing Materials *All consecutive sections renumbered
accordingly.
3
Section 6.01 Sentence added to end of first paragraph.
Section 9.01 Section revised.
LANDSCAPE
Section 2.00 A: Added ANSI Z60.1 spec number to Nursery Plan Stock line item.
Section 2.00 A4: New subsection.
Section 2.00 C1: f) & g) – References to Figures 7 & 8 deleted.
Section 2.00 C5: Subsection revised.
Section 3.00 B2a: 3) – Added “top” 10”….
WATER MAIN
Section 1.02 Last 3 sentences of first paragraph deleted.
Section 1.06 “Standard Specifications for Highway Construction” of the Minnesota Department of
Transportation Edition is revised to 2016.
Section 1.06 City Engineers Association “Standard Utilities Specifications” for Watermain and
Service Line…. Edition is revised to 2013.
Section 2.01 Added second paragraph.
Section 2.02 Third paragraph revised.
Section 2.12 Addition: In instances where a 1” CTS coupler must be used the coupler shall be the
quick compression style McDonald 74104BCAPQ or approved equal. Flare couplers
shall not be used.
Section 2.03 6” Maximum Corp Size Without Saddle revised to 1”.
Section 2.04 References to …pipe sizes 4” to 8” removed.
Fittings section added “…or stainless” to end; Cor-Ten is revised to Cor-Blue.
Service Saddles section revised.
Trace Wire made to Section 2.05
Section 2.05 New Section: Trace Wire - *All consecutive sections renumbered accordingly.
Section 2.06 First paragraph: Waterous removed; Mueller added. C515-80 replaced with C509;
last sentence revised.
Second paragraph: First sentence deleted; Mueller Series 2360 deleted; 10-year
warranty added.
Last paragraph deleted.
4
Section 2.07 Paragraph Revised: Waterous removed; Bodies shall be of cast or ductile iron; Shaft
shall be 316; Unit shall be equipped with AWWA 2” square bronze operating nut…;
Henry Pratt “Groundhog”, Dresser 450, Kennedy or American deleted, added Clow;
Removed end of last sentence beginning with …and spray-coated with a bituminous
coal….
Section 2.10 Deleted 6th paragraph (The bonnet assembly…).
Seventh paragraph: Operating nut shall be affixed to bonnet by stainless steel instead
of bronze. Deleted sentence: The use of Allen head set screws…
Deleted 9th paragraph (The hydrant bonnet…).
10th paragraph: Pressure seal between the barrels…..shall be not less than 24”
(revised from 18”).
12th paragraph: Hydrant bury depth shall be 7.5’ (revised from 7’); remainder of that
sentence revised.
13th (bolded) paragraph: T-bolts and hex nuts shall be stainless steel….
Hydrants shall be Clow Medallion, Mueller Super Centurion, or approved equal
(deleted Waterous WB-67).
Section 2.15 Removed sentence: …and spray-coated with a bituminous coal tar supplied by the
manufacturer.
Section 2.18 2nd paragraph revised.
Section 2.19 2nd paragraph: Deleted “a backflow check valve”. Detail Plate No. revised to 1008.
Section 2.22 1st paragraph deleted; 2nd paragraph revised; Added new paragraph “Site specific….
Section 6.07 Trace Wire revised.
Section 8.03 PVC section A.W.W.A. C900 for sizes 4” to 8” revised to 4” to 12”. Removed PVC
Pipe larger than 8”….. sentence.
Section 8.04 18” x 18” x 5” revised to 18” x 18” x 4”.
Section 10.01 1st paragraph: C600 has been revised to C600-10 and C605-13.
Section 10.02 Section deleted; new verbiage added.
Section 10.04 Section revised.
STANDARD DETAIL PLATE REVISIONS
Most Detail Plates have been modified since 2015. Review Detail Plate prior to use for any updates.
i
2017
STREET CONSTRUCTION SPECIFICATIONS
TABLE OF CONTENTS
Page
SECTION 1.00 - GRADING
1.01 Clearing and Grubbing .................................................................................................... 1
1.02 Excavation and Embankment .......................................................................................... 1
1.03 Subgrade Preparation and Correction .............................................................................. 1
1.04 Application of Water ....................................................................................................... 2
SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION
2.01 Aggregate Base ................................................................................................................ 4
2.02 Materials ........................................................................................................................... 4
2.03 Requirements ................................................................................................................... 4
2.04 Acceptance Testing .......................................................................................................... 6
2.05 Specified Density Method ............................................................................................... 9
2.06 Aggregate Composition ................................................................................................. 10
2.07 Schedule of Price Reductions ........................................................................................ 13
SECTION 3.00 - PAVEMENT CONSTRUCTION
3.01 Plant-Mixed Bituminous Asphalt .................................................................................. 16
- Mixture Design ............................................................................................................ 20
- Mixture Quality (QC) .................................................................................................. 27
- Construction Requirements ......................................................................................... 50
- Pavement Density ........................................................................................................ 56
- Thickness & Surface Smoothness Requirements ....................................................... 67
- Method of Measurement ............................................................................................. 68
3.02 City of Chanhassen Compaction Test Method ............................................................. 70
3.03 Bituminous Patching ...................................................................................................... 70
3.04 Bituminous Tack Coat ................................................................................................... 71
3.05 Mill Pavement Surface .................................................................................................. 71
3.06 Bituminous Overlay ....................................................................................................... 73
SECTION 4.00 - MISCELLANEOUS CONSTRUCTION
4.01 Subsurface Drain Tile .................................................................................................... 74
4.02 Utilities ........................................................................................................................... 74
4.03 Warranty ......................................................................................................................... 75
4.04 Water to Homes ............................................................................................................. 75
4.05 Concrete ......................................................................................................................... 75
4.06 Bituminous Curb ............................................................................................................ 79
ii
4.07 Bituminous Trail/Pathway ............................................................................................. 79
4.08 Electric Lighting Systems (Street Lighting) .................................................................. 79
4.09 Fence Restoration ......................................................................................................... 82
4.10 Pavement Markings ....................................................................................................... 83
4.11 Street Signs and Posts .................................................................................................... 84
4.12 Protection and Restoration of Vegetation ..................................................................... 85
4.13 Erosion Control .............................................................................................................. 85
4.14 Turf Establishment ......................................................................................................... 85
4.15 Geotextile Stabilization Fabric ...................................................................................... 90
4.16 Segmented Masonry Retaining Wall Units (2411) ....................................................... 90
4.17 Minor Concrete Structures ............................................................................................. 93
4.18 Segmental Masonry Retaining Wall Surface Sealing ................................................... 95
4.19 Pedestrian Curb Ramps ................................................................................................. 96
1
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 or proof 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
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spots exist so that these areas may be removed and replaced with satisfactory material before
completing subgrade 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 "B2
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
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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
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
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 Gallon
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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)
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 and 6 aggregates will be by the random sampling method
in accordance with 2211.3D.1.
2.03 REQUIREMENTS
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
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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 5C or Class 5BC 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
The full thickness of each layer of Classes 5 or 6 shall be compacted to achieve passing results in a
modified DCP or 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 2211.3D.2.c must be
tested 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 2211.3D.2.a.
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
aggregate are available from the Grading and Base Office, Maplewood.
D Random Sampling Gradation Acceptance Method
The following provision shall apply to the use of Classes 1, 2, 3, 4, 5 and 6 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(A)
Quantity
((metric tons (t))(a)(b)
No. Lots(c)
No. Samples(d)(e) or
No. Sublots/Lot(f)
Payment Acceptance
Schedule
Less than 500 NA Use Form 2415 or
2403 (small quantity)
Table 2211-5
> 500 but less than
4,000
NA 1/1,000t(g) Table 2211-5
> 4,000 but less than
10,000
1(h)(i) 4(j) Table 2211-4
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 ((1t – 0.6m3
(LV) or 1t – 0.46m3 (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 4,000t. 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 4,000t. However, if the
quantity placed is less than 4,000t, 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, 5C and 5BC, Shoulder Surfacing Aggregate, may be sampled from the
stockpile for testing and acceptance in accordance with 3138.3.
f. Each lot will be divided into four sublots which are approximately equal in quantity.
g. Each individual sample will be analyzed separately for payment.
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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 Table 2211-4 or 2211-5, 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
4,000t) 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 2211-4
and 2211-5, 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
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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9
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
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.
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2.06 AGGREGATE COMPOSITION (3138)
3138.1 SCOPE
Provide certified aggregate along with Form G&B-104 for 2118, 2211 and 2221.
Note that 5Q is a new gradation, which a designer may designate for use as a base, and would
most commonly be produced at a quarry.
3138.2 REQUIREMENTS
A General
Use aggregate sources meeting the requirements of 1601, “Source of Supply and Quality.”
Provide certified aggregate materials that have uniform: appearance, texture, moisture content
and performance characteristics.
Provide binder soils from sources meeting the requirements of 3146, “Binder Soil.” Add binder
soils during the crushing and screening operations.
B Virgin Materials
Provide virgin aggregates meeting the following requirements:
(1) Comprised of naturally occurring mineral materials, and contains no topsoil, organics or
disintegrating rock as defined in Laboratory Manual Section 1209,
(2) Class 2 must be composed of 100% crushed quarry rock, and
(3) Conforms to the quality requirements of Table 3138-1.
C Recycled Materials
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The Contactor may substitute recycled aggregates for virgin aggregates, if meeting the following
requirements:
(1) Recycled aggregates contain only recycled asphalt pavement (RAP), recycled concrete
materials, recycled aggregate materials, or certified recycled glass, and
(2) Must meet the requirements of Table 3138-2.
D Surfacing Aggregates
Provide surfacing aggregates in accordance with 3138.2.A, “General,” 3138.2.B, “Virgin
Materials,” and 3138.2.C, “Recycled Materials,” and meeting the following requirements:
(1) 100 percent (100%) of the material passes the ¾ in [19.0 mm] sieve,
(2) Does not use glass,
(3) Recycled concrete materials may only be used for the roadway shoulders, and
(4) There is no restriction on the bitumen content, if used for shouldering.
Note: Class 2 must be composed of 100% crushed quarry rock per 3138.2B3.
E Gradation Requirements
(1) For products containing less than 25 percent (25%) recycled materials, conform to Table
3138-3.
(2) For products containing 25 percent (25%) or more recycled materials and less than 75%
recycled concrete, conform to Table 3138-4.
(3) For products containing 75 percent (75%) or more recycled concrete, conform to Table
3138-5.
(4) Perform gradation tests prior to bituminous extraction.
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3138.3 SAMPLING AND TESTING
Report the No. 200 sieve results to the nearest 0.1 percent and all other sieve results to the
nearest 1percent (1%).
A Sampling, Sieve Analysis and Crushing Tests Grading and Base Manual
B Los Angeles Rattler Loss Laboratory Manual Method ........................................ 1210
C Shale Tests Laboratory Manual Method .................................................. 1207 & 1209
D Bitumen Content Laboratory Manual Method ..................................................... 1852
E Insoluble Residue Laboratory Manual Method .................................................... 1221
F Reclaimed Glass AGI Visual Method ........................ (AGI Data sheet 15.1 and 15.2)
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.
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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 Table 2211-4, 2211-5 and 2211-6.
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 3149.2B1 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.
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SECTION 3.00 – PAVEMENT CONSTRUCTION
3.01 PLANT MIXED BITUMINOUS ASPHALT (2360 [Gyratory 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.
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 (gyratory) as described in the Special Provisions through the mixture designation.
2360.1 DESCRIPTION
This work consists of constructing plant mixed asphalt pavement on a prepared surface.
Plant mixed asphalt pavement designed according to a gyratory mix design method for use as a
pavement surface.
A Mixture Designations
The Department will designate the mixture for asphalt mixtures in accordance with the
following:
(1) The first two letters indicate the mixture design type:
(1.1) SP = Gyratory Mixture Design.
(2) The third and fourth letters indicate the course:
(2.1) WE = Wearing and shoulder wearing course, and
(2.2) NW = Non-wearing Course.
(3) The fifth letter indicates the maximum aggregate size:
(3.1) A = ½ in [12.5mm], SP 9.5,
(3.2) B = ¾ in [19.0mm], SP 12.5,
(3.3) C = 1 in [25.0mm], SP 19.0, and
(3.4) D = ⅜ in [9.5mm], SP 4.75.
(4) The sixth digit indicates the Traffic Level (ESAL’s × 106) in accordance with Table
2360-1, “Traffic Levels.”
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(5) The last two digits indicate the air void requirement:
(5.1) 40 = 4.0 percent for wear mixtures, and
(5.2) 30 = 3.0 percent for non-wear and shoulder.
(6) The letter at the end of the mixture designation identifies the asphalt binder grade in
accordance with Table 2360-2, “Asphalt Grades.”
Ex: Gyratory Mixture Designation -- SPWEB540E (Design Type, Lift, Aggr. Size, Traffic
Level, Voids, Binder)
2360.2 MATERIALS
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A Aggregate
Use aggregate materials in accordance with 3139.2.
B Asphalt Binder Material 3151
C Additives
The Department defines additives as material added to an asphalt mixture or material that does
not have a specific pay item.
Do not incorporate additives into the mixture unless approved by the Engineer. Add anti-foaming
agents to asphalt cement at the dosage rate recommended by the manufacturer. The Contractor
may add mineral filler in quantities no greater than 5 percent of the total aggregate weight. The
Contractor may add hydrated lime in quantities no greater than 2 percent of the total aggregate
weight. Do not add a combination of mineral filler and hydrated lime that exceeds 5 percent of
the total aggregate weight. Use methods for adding additives as approved by the Engineer.
C.1 Mineral Filler – AASHTO M 17
C.1.a Mineral Filler – Hydrated Lime
Provide hydrated lime for asphalt mixtures with no greater than 8 percent unhydrated oxides (as
received basis) and meeting the requirements of AASHTO M 216. Use a method to introduce
and mix hydrated lime and aggregate as approved by the Engineer before beginning mixture
production.
C.2 Liquid Anti-Stripping Additive (Contractor Added)
If adding a liquid anti-strip additive to the asphalt binder, complete blending before mixing the
asphalt binder with the aggregate. Only use liquid anti-strip additives that ensure the asphalt
binder meets the Performance Grade (PG) requirements in 3151. The Contractor may use asphalt
binder with liquid anti-strip added at the refinery or the Contractor may add liquid anti-strip at
the plant site. If using asphalt binder with liquid anti-strip added at the refinery, ensure the
supplier tests the binder and additive blend to confirm compliance with the AASHTO M 320. If
an anti-strip agent is added at the plant, the plant mixed asphalt producer is considered a supplier
and the binder must conform to the requirements of 3151. Do not pave until the asphalt binder
and additive blend testing results meet the criteria in 2360.2.B, “Asphalt Binder Material.”
C.2.a Mixture Requirements at Design
Design the mixture with the same asphalt binder supplied to the plant site using mixture option 1,
“Laboratory Mixture Design” or mixture option 2, “Modified Mixture Design.”
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Provide documentation with either design option and include the amount of anti-strip needed to
meet the minimum tensile strength requirements. Verify that the binder with the anti-strip meets
the PG binder requirements for the mixture.
C.2.b Contractor Production Testing Requirements
Sample and test the asphalt binder and anti-strip blend daily. The Contractor may test the blend
by viscosity, penetration, or dynamic sheer rheometer (DSR) of the blend. If the contract requires
the use of a polymer modified asphalt binder in the mixture, use the DSR as the daily QC test.
Send the Engineer and MnDOT Chemical Laboratory Director a weekly QC report summarizing
the results of the daily testing.
Perform at least one test bi-weekly per project to ensure the binder and anti-strip blend meets the
requirements of AASHTO M 320. Send the test results to the Engineer and MnDOT Chemical
Laboratory Director.
Provide asphalt binder and anti-strip blend field verification samples in accordance with
2360.2.G.7, “Production Test.”
C.2.c Liquid Anti-Strip Additive Metering System
Include a liquid anti-strip flow meter and an anti-strip pump with the metering system. Connect
the flow meter to the liquid anti-strip supply to measure and display only the anti-strip being fed
to the asphalt binder.
Position the meter readout so that the inspector can easily read it.
Provide means to compare the flow meter readout with the calculated output of the anti-strip
pump.
Provide a system that displays the accumulated anti-strip quantity being delivered to the mixer
unit in gallons [liters] to the nearest gallon [liter] or in units of tons [metric tons] to the nearest
0.001 ton [0.001 tonne].
Calibrate and adjust the system to maintain an accuracy of ± 1 percent.
Calibrate each plant set-up before producing the mixture.
“Stick” the anti-strip tank at the end of the day’s production to verify anti-strip usage quantities.
The Engineer may require “sticking” on a daily basis.
Ensure the system has a spigot for sampling the binder and anti-strip after blending.
Use alternative blending and metering systems only when pre-approved by the Engineer.
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C.3 Coating and Anti Stripping Additive 3161
C.4 Warm Mix Asphalt (WMA)
WMA is allowed on all projects. Any mix that is produced at temperatures 30°F or lower than
typical HMA mixing temperature of the asphalt binder, as defined by the asphalt supplier, is
considered as WMA. The WMA can be manufactured through use of foamed asphalt and/or
chemical additive processes. Notify the Engineer in advance of using any WMA additive or
process. When chemical additives are used, provide the plant mixing and the laboratory mixing
and compaction temperatures as recommended by the manufacturer of the additive.
D Bituminous Tack Coat 2357
E Mixture Design
E.1 Submittal Location
Submit documentation and sample aggregate materials for review to the District Materials
Laboratory.
E.2 Aggregate Quality
Provide aggregate in accordance with 3139.2.
E.3 Restrictions
Do not add aggregates and materials not included in the original mixture submission unless
otherwise approved by the Engineer.
E.4 Responsibility
Design a gyratory mixture that meets the requirements of this specification in accordance with
the following:
(1) MnDOT Laboratory Manual Method 1820,
(2) The Asphalt Institute’s Superpave Mix Design Manual SP-2 (Use a 2 h short term
aging period for volumetric), and
(3) The Laboratory Manual.
E.5 Type of Mixture Design Submittal
E.5.a Option 1 — Laboratory Mixture Design
E.5.a(1) Aggregate
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Submit the aggregate samples for option 1, at least 15 working days before beginning production
samples for quality testing. At least 30 calendar days before beginning asphalt production, submit
samples of aggregates that require the magnesium sulfate soundness test to the District Materials
Laboratory. Test the samples for quality of each source, class, type, and size of virgin and non-
asphaltic salvage aggregate source used in the mix design. Retain a companion sample of equal
size until the Department issues a Mixture Design Report. Provide 24 hour notice of intent to
sample aggregates to the Engineer. Provide samples in accordance with the following:
E.5.a(2) Mixture Sample
At least 7 working days before the start of asphalt production, submit the proposed Job Mix
Formula (JMF) in writing and signed by a Level II Quality Management mix designer for each
combination of aggregates to be used in the mixture. Include test data to demonstrate
conformance to mixture properties as specified in Table 2360-7, “Mixture Requirements,” and
3139.2, “Bituminous Aggregates.” Use forms approved by the Department for the submission.
Submit an uncompacted mixture sample plus briquettes, in conformance with the JMF,
compacted at the optimum asphalt content and required compactive effort for laboratory
examination and evaluation. Provide a mixture sample size and the number of compacted
briquettes and in accordance with the following:
E.5.a(3) Tensile Strength Ratio Sample
At least 7 days before actual production, submit sample to the District Materials Laboratory for
verification of moisture sensitivity retained tensile strength ratio (TSR). The Engineer may test
material submitted for TSR verification for maximum specific gravity Gmm compliance in
addition to TSR results. The Engineer will reject the submitted mix design if the tested material
fails to meet the Gmm tolerance. If the Engineer rejects a mix design, submit a new mix design
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in accordance with 2360.2.E, “Mixture Design.” The Contractor may use one of the following
options to verify that the TSR meets the requirements in Table 2360-7, “Mixture Requirements.”
E.5.a(4) Option A
Batch material at the design proportions including optimum asphalt. Split the sample before
curing and allow samples to cool to room temperature, approximately 77 °F [25 °C]. Submit 80
lb [35 kg] of mixture to the District Materials Laboratory for curing and test verification. Use a
cure time of 2 h ±15 minutes at 290 °F [144 °C] cure time for both groups and follow procedures
Laboratory Manual Method 1813.
E.5.a(5) Option B
Batch and cure in accordance with Option A. Compact, and submit briquettes and uncompacted
mixture in accordance with Table 2360-6, “Option B Mixture Requirements.”
For both options, cure for 2 h ±15 min at 290° F [144° C] meeting the requirements in the
MnDOT Laboratory Manual Method 1813.
E.5.a(6) Aggregate Specific Gravity
Determine the specific gravity of aggregate in accordance with Laboratory Manual Methods 1204
and 1205.
E.5.b Option 2 — Modified Mixture Design
The Contractor may use the modified mixture design if testing shows that the aggregates meet
the requirements of 3139.2 in the current construction season and if the Level II mix designer
submitting the mixture design has at least 2 years experience in mixture design. The Department
will not require mixture submittal.
E.5.b(1) Mixture Aggregate Requirements
Size, grade, and combine the aggregate fractions in proportions that are in accordance with
3139.2.
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E.5.b(2) JMF Submittal
At least 2 working days before beginning asphalt production, submit a proposed JMF in writing
to the District Materials Laboratory signed by a Level II Quality Management mix designer for
each combination of aggregates. For each JMF submitted, include documentation in accordance
with 2360.2.E.5.a, “Option 1 – Laboratory Mixture Design,” to demonstrate conformance to
mixture properties as specified in Table 2360-7, “Mixture Requirements,” and Table 3139-3,
“Mixture Aggregate Requirements.” Submit the JMF on forms approved by the Department.
E.5.b(3) Initial Production Test Verification
The Department will take a mix verification sample within the first four samples at the start of
production of each mix type. The Engineer will notify the Contractor electronically when a
sample is to be taken and tested for tensile strength ratio (TSR). Initial production testing will be
done within the first 5,000 tons [4500 tonnes] of the start of production.
E.6 Mixture Requirements
The Department will base mixture evaluation on the trial mix tests and in accordance with Table
2360-7, “Mixture Requirements.”
E.7 Minimum Ratio of Added Asphalt Binder to Total Asphalt Binder
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Control recycled materials used in mixture by evaluating the ratio of new added asphalt binder to
total asphalt binder as show in Table 2360-8.
E.8 Adjusted Asphalt Film Thickness (Adj. AFT) MnDOT Laboratory Manual Method
1854
Ensure the adjusted asphalt film thickness (Adj. AFT) of the mixture at design and during
production meets the requirements of Table 2360-7,”Mixture Requirements.” Base the Adj. AFT
on the calculated aggregate surface area (SA) and the effective asphalt binder content.
E.9 Documentation
Include the following documentation and test results with each JMF submitted for review:
(1) Names of the individuals responsible for the QC of the mixture during production.
(2) Low project number of the contract on which the mixture will be used.
(3) Traffic level and number of gyrations.
(4) The following temperature ranges as supplied by the asphalt binder supplier:
(4.1) Laboratory mixing and compaction,
(4.2) Plant discharge, and
(4.3) Field compaction.
(5) The percentage in units of 1 percent (except the No. 200 sieve [0.075 mm] in units
of 0.1 percent) of aggregate passing each of the specified sieves (including the No.
16, No. 30, No. 50, and No. 100) for each aggregate to be incorporated into the
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mixture. Derive the gradation of the aggregate from the RAP after extracting the
residual asphalt.
(6) Source descriptions of the following:
(6.1) Location of material,
(6.2) Description of materials,
(6.3) Aggregate pit or quarry number, and
(6.4) Proportion amount of each material in the mixture in percent of total
aggregate.
(7) Composite gradation based on (5) and (6) above. Include virgin composite
gradation based on (6) and (7) above for mixtures containing RAP/RAS.
(8) Bulk and apparent specific gravities and water absorption (by % weight of dry
aggregate). Both coarse and fine aggregate, for each product used in the mixture
(including RAP/RAS). Use Mn/DOT Laboratory Manual Method 1204 and 1205.
The tolerance allowed between the Contractor's and the Department's specific
gravities are Gsb (individual) = 0.040 [+4 and -4] and Gsb (combined) = 0.020.
(9) FHWA 0.45 power chart represented by the composite gradation plotted on
Federal Form PR-1115.
(10) Test results from the composite aggregate blend at the proposed JMF proportions
showing compliance with Table 3139-3:
(10.1) Coarse Aggregate Angularity,
(10.2) Fine Aggregate Angularity, and
(10.3) Flat and Elongated
(11) Extracted asphalt binder content for mixtures containing RAP/RAS with no
retention factor included.
(12) Asphalt binder percentage in units of 0.1 percent based on the total mass of the
mixture and the PG grade.
(13) Each trial mixture design includes the following:
(13.1) At least 3 different asphalt binder contents (with at least 0.4 percent
between each point), with at least one point at, one point above and one
point below the optimum asphalt binder percentage.
(13.2) Maximum specific gravity for each asphalt binder content calculated based
on the average of the effective specific gravities measured by using at least
two maximum specific gravity tests at the asphalt contents above and
below the expected optimum asphalt binder content.
(13.3) Test results on at least two specimens at each asphalt binder content for
the individual and average bulk specific gravities, density, and heights.
(13.4) Percent air voids of the mixture at each asphalt binder content.
(13.5) Adj. AFT for each asphalt binder content.
(13.6) Fines to Effective Asphalt (F/A) ratio calculated to the nearest 0.1 percent.
(13.7) TSR at the optimum asphalt binder content.
(13.8) Graphs showing air voids, adjusted AFT, Gmb, Gmm and unit weight vs.
percent asphalt binder content for each of the three asphalt binder contents
submitted with trial mix.
(13.9) Evidence that the completed mixture will conform to design air voids
(Va), Adj. AFT, TSR, F/Ae (Fines to effective asphalt ratio).
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(13.10) Gyratory densification tables and curves generated from the gyratory
compactor for all points used in the mixture submittal.
(13.11) % new asphalt binder to total asphalt binder.
(14) The Contractor has the option of augmenting the submitted JMF with additional
sand or rock. When using this option, provide samples of the aggregate for
quality analysis in accordance with 2360.2.E.5, “Type of Mixture Design
Submittal.” Also provide mix design data for two additional design points per
add-material. Provide one point to show a proportional adjustment to the
submitted JMF that includes 5 percent, by weight, add-material at the JMF
optimum asphalt percent. Provide a second point to show a proportional
adjustment to the submitted JMF that includes 10 percent, by weight, add material
at the JMF optimum asphalt percent. Report the following information for each of
these two points:
(14.1) The maximum specific gravity determined by averaging two tests.
(14.2) Test results showing the individual and average bulk specific gravity,
density, and height of at least two specimens at the optimum asphalt
binder content.
(14.3) Percent air voids for the mixture for each point.
(14.4) Fines to Effective Asphalt ratio calculated to the nearest 0.1 of a percent.
(14.5) Crushing of the coarse and fine aggregate.
(14.6) Adj. AFT.
(14.7) Up to two add materials will be allowed.
F Mixture Design Report
The Department will provide a Mixture Design Report consisting of the JMF. Include the
following in the JMF:
(1) Composite gradation,
(2) Aggregate component proportions,
(3) Asphalt binder content of the mixture,
(4) Design air voids,
(5) Adj. asphalt film thickness, and
(6) Aggregate bulk specific gravity values.
Show the JMF limits for gradation control sieves in accordance with aggregate gradation
broadbands shown in Table 3139-2, percent asphalt binder content, air voids, and Adj. AFT. If
the Department issues a Mixture Design Report, this report only confirms that the Department
reviewed the mixture and that it meets volumetric properties shown in Table 2360-7 and Table
2360-8. The Department makes no guaranty or warranty, either express or implied, that
compliance with volumetric properties ensures specification compliance regarding placement and
compaction of the mixture.
Provide materials meeting the requirements of the aggregate and mixture design before issuing a
Mixture Design Report. The Department will review two trial mix designs per mix type
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designated in the plan per contract at no cost to the Contractor. The Department will verify
additional mix designs at a cost of $2,000 per design.
Provide a Department-reviewed Mixture Design Report for all paving except for small quantities
of material as described in 2360.3.G, “Small Quantity Paving.”
For city, county, and other agency projects, provide the District Materials Laboratory a complete
project proposal, including addenda, supplemental agreements, change orders, and plans sheets,
including typical sections, affecting the mix design before the Department begins the verification
process.
G Mixture Quality Management
G.1 Quality Control (QC)
The Contractor will perform Quality Control (QC) as part of the production process. QC is the
process control of the operations related to mixture production and determining the quality of the
mixture being produced. The QC sample is the Contractor’s sample taken and tested during
production and used to control the production process. Provide and maintain a QC program for
plant mix asphalt production, including mix design, process control inspection, sampling and
testing, and adjustments in the process related to the production of an asphalt pavement.
G.1.a Certification
Provide the following to obtain certification:
(1) Completed and submitted request form application for plant inspection.
(2) Site map showing stockpile locations.
(3) Signed asphalt plant inspection report showing the plant and testing facility passed
as documented by Asphalt Plant Inspection Report (TP 02142-02, TP 02143-02).
The inspection report must also include documentation showing plant and
laboratory equipment has been calibrated and is being maintained to the tolerance
shown in the Bituminous Manual and sections 1200, 1800, and 2000 of the
Mn/DOT Laboratory Manual.
(4) A Department-signed Mixture Design Report (MDR) before mixture production.
G.1.b Maintaining Certification
Maintain plant certification by documenting the production and testing of the certified plant
asphalt mixtures. Sample and test asphalt mixtures in accordance with this section and meeting
the requirements of the Schedule of Materials Control.
G.1.b(1) Annual Certification
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Perform annual certification after winter suspension.
G.1.b(2) Sampling Rate
Sample at the rate in accordance with 2360.2.G.6 and the requirements of the Schedule of
Materials Control.
G.1.b(3) Plant Moved
Recertify the plant if the plant moves to a new or previously occupied location.
G.1.c. Plant Certification Revocation
The Engineer may revoke certification for any of the following reasons:
(1) If the mix does not meet the requirements of 2360.2.E.6, 2360.2.E7, and 3139.2,
(2) If there is a failure to meet the testing rates, or
(3) If it is determined records were falsified.
If the Engineer revokes plant certification, the Department may revoke the Technical
Certification of the individual or individuals involved. The Department will maintain a list of
companies with revoked certifications.
G.2 Quality Assurance (QA)
The Engineer will perform Quality Assurance (QA) as part of the acceptance process. QA is the
process of monitoring and evaluating various aspects of the Contractor’s testing as described
below. The QA sample is the Department’s companion sample to the Contractor’s QC sample.
QA testing is performed to accept the work. The Engineer will perform the following:
(1) Conduct QA and verification sampling and testing,
(2) Observe the QC sampling and tests,
(3) Monitor the required QC summary sheets and control charts,
(4) Verify calibration of QC laboratory testing equipment,
(5) Communicate Department test results to the Contractor’s personnel on a daily
basis, and
(6) Ensure Independent Assurance (IA) sampling and testing requirements are met.
If the Engineer observes that the Contractor is not performing sampling and quality control tests
in accordance with the applicable test procedures, the Engineer may stop production until the
Contractor takes corrective action. The Engineer will notify the Contractor of observed
deficiencies promptly, both verbally and in writing.
The Engineer may obtain additional samples, at any time and location during production, to
determine quality levels in accordance with 2360.2.G.3, “Verification Sample.”
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The Department will post a chart with the names and telephone numbers for the personnel
responsible for QA.
The Engineer will calibrate and correlate laboratory testing equipment in accordance with the
Bituminous Manual and Laboratory Manual.
G.3 Verification Sample
The Department will test a minimum of one of the companion samples to the Contractor’s QC
samples and identify this as a verification sample. The Department’s verification sample is used
to assure compliance of the Contractor's QC program. The verification samples can be any one or
all of the splits to the Contractor’s QC samples. Additionally, the Department can take a random
30
sample at any time from behind the paver or from the truck box and will consider this a
verification sample. The split of this sample, given to the Contractor, must be tested by the
Contractor and will replace the next scheduled QC sample. The Department recommends
sampling enough material to accommodate retesting in case the samples fail.
The Department will perform verification testing on at least one set of production tests in
accordance with 2360.2.G.6.b, “Production,” and 2360.2.G.7, “Production Test,” on a daily basis
per mix type. Use the verification companion sample to verify the requirements of Table 3139-2,
Table 3139-3, and Table 2360-7. Compare the verification companion sample to the verification
sample for compliance with allowable tolerances in Table 2360-9, “Allowable Differences
between Contractor and Department Test Results.” These include the mixture properties of Gmm
(mixture maximum gravity), Gmb (mixture bulk gravity), asphalt binder content, Adjusted AFT
(calculated), Coarse and Fine Aggregate crushing, and gradation. Perform one test per week on a
verification companion for coarse and fine aggregate crushing meeting the requirements of
2360.2.G.7.g “Coarse Aggregate Angularity” and 2360.2.G.7.h, “Fine Aggregate Angularity.”
These do not include the aggregate bulk specific gravity Gsb, fines to effective asphalt, or the
tensile strength ratio (TSR). Determine the asphalt binder content and gradation in accordance
with the extraction method specified in 2360.2.G.7.a, “Asphalt Binder Content,” or 23602.G.7.b,
“Gyratory Bulk Specific Gravity.
The Contractor may access the Department's verification test results for Gmm (mixture
maximum gravity), Gmb (mixture bulk gravity), air voids (calculated), asphalt binder content,
within 2 working days from the time the sample is delivered to the District Laboratory. The
Department will provide the gradation, crushing, and Adj. AFT (calculated) results to the
Contractor within three working days. The Department will include the verification test results
on the test summary sheet. The Department will compare the results with the Contractor’s
verification companion for the allowable tolerances in Table 2360-9, “Allowable Differences
between Contractor and Department Test Results.” The Department will consider the verification
process complete if the Contractor’s verification companion meets the tolerances in Table 2360-
9.
If the tolerances between the Contractor’s verification companion and the Department’s
verification sample do not meet the requirements of Table 2360-9, the Department will retest the
material. If the retests fail to meet tolerances, the Department will substitute the Department's
verification test results for the Contractor’s results in the QC program and use those results for
acceptance. The Department will only substitute the out-of-tolerance parameters and will
recalculate volumetric properties if applicable.
If the Adj. AFT calculation does not meet the tolerance, equalize the Department Adj. AFT result
by increasing the original Department value by 0.5 microns. Use the increased Department Adj.
AFT for the Individual Adjusted AFT result and to calculate the Moving Average Adj. AFT
results. The increased Department Adj. AFT will form the basis for acceptance.
If the verification sample retests do not meet tolerances, the Department will immediately
investigate the cause of the difference that will include a review of testing equipment,
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procedures, worksheets, gyratory specimen height sheets, and personnel to determine the source
of the problem. The Engineer may require both the Department and Contractor to perform at least
one hot-cold comparison of mixture properties.
To perform a hot-cold comparison, split the sample into three representative portions. The
Engineer will observe the Contractor testing. Immediately compact one part while still hot. Apply
additional heating to raise the temperature of the sample to compaction temperature if necessary.
Allow the second and third part to cool to air temperature. Retain the second part and transport
the third part to the District Materials Laboratory. On the same day and at the same time as the
District Materials Laboratory, heat samples to compaction temperature and compact. Develop a
calibration factor to compare the specific gravity of the hot compacted samples to reheated
compacted samples. Use at least two gyratory specimens for each test. The Engineer or the
Contractor may request that this test be repeated.
Reheat mix samples to 160° F [70° C] to allow splitting of the sample into representative
fractions for the various tests. Do not overheat the mixture portions used for testing maximum
specific gravity test.
The Department will test the previously collected QA samples until they meet the tolerances or
until the Department has tested all of the remaining samples. After testing the samples, the
Department will test QA samples subsequent to the verification sample until tolerances are met.
The Department will base acceptance on QC data. The Department will base acceptance on QC
data with substitution of Department test results for those parameters out of tolerance. Cease
mixture production and placement if reestablished test results do not meet tolerances within 48
hours. Resume production and placement only after meeting the tolerances. The process for
dispute resolution is available on the Bituminous Office website.
If the Engineer analyzes the data using methods for determination of bias on file in the
Bituminous Office and finds a bias in the test results, the Engineer will specify which results to
use. If through analysis of data, it is determined that there is a bias in the test results, the Engineer
will determine which results are appropriate and will govern.
G.4 Contractor Quality Control
G.4.a Personnel
Submit an organizational chart listing the names and phone numbers of individuals and alternates
responsible for the following:
(1) Mix design,
(2) Process control administration, and
(3) Inspection.
Provide QC technicians certified as a Level I Bituminous Quality Management (QM) Tester
meeting the requirements of the MnDOT Technical Certification Program for QC testing and
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Level II Bituminous QM Mix Designer to make process adjustments. Provide at least one person
per paving operation certified as a Level II Bituminous Street Inspector.
Provide a laboratory with equipment and supplies for Contractor quality control testing and
maintain with the following:
(1) Up-to-date equipment calibrations and a copy of the calibration records with each
piece of equipment,
(2) Telephone,
(3) Fax and copy machine; however, the Engineer may waive the requirement to have
a fax machine if internet and email are available,
(4) Internet and Email,
(5) Computer,
(6) Printer, and
(7) Microsoft Excel, version 2010 or newer
Laboratory equipment need to meet the requirements listed in Section 400 of the Bituminous
Manual, Laboratory Manual, and these specifications, including having extraction capabilities.
Before beginning production, the laboratory equipment needs to be calibrated and operational.
Calibrate and correlate all testing equipment in accordance with the Bituminous Manual and
Laboratory Manual. Keep records of calibration for each piece of testing equipment in the same
facility as the equipment.
G.4.b Sampling and Testing
Take QC samples at random tonnage or locations, quartered from a larger sample of mixture.
Sample randomly and in accordance with the Schedule of Materials Control. Determine random
numbers and tonnage or locations using the Bituminous Manual; Section 5-693.7 Table A or
ASTM D 3665, Section 5, or, an Engineer approved alternate method of random number
generation. Sample either behind the paver or from the truck box at the plant site. Other sampling
locations can be approved by the Engineer. The Contractor must decide and notify the Engineer
where samples will be taken before production begins. The Contractor and Engineer must both
agree to a change of sampling location once production has begun. The procedure for truck box
sampling is on the Bituminous Office website. The Contractor will obtain at least a 130 pound
[60 kg] sample. Split the sample in the presence of the Inspector. The Inspector will retain
possession of the Agency portion of each split sample that is taken and randomly submit a
minimum of one sample, on a daily basis, to the District Laboratory for Verification testing (see
2360.2.G.3). Store compacted mixture specimens and loose mixture companion samples for 10
calendar days. Label these split companion samples with companion numbers.
If coarse and fine aggregate angularity are not evaluated for every QC sample retain the extracted
gradation samples for the respective QC samples for additional testing. Keep the aggregate
samples in containers with field identification labels for a period of 10 calendar days. The
Engineer will identify which extracted gradation sample is the Verification Companion and
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whether it is to be tested for coarse and fine aggregate angularity.
G.5 Production Test Requirements
Determine the planned tonnage [metric tons] for each mixture planned for production during the
production day. Divide the planned production by 1,000 and round to the next highest whole
number. The result is the number of production tests required for the mixture. Table 2360-11,
“Production Testing Rates” shows the required production tests.
Split the planned production into even increments and select sample locations as described
above. If actual tonnage is greater than the planned tonnage, repeat the calculation above and
provide additional tests if the calculation results in a higher number of production tests. During
production, the Department will not require mixture volumetric property tests if mix production
is no greater than 300 ton [270 tonne]. Provide production tests if the accumulative weight on
successive days is greater than 300 ton [270 tonne].
If there is a choice of more than one MnDOT approved test procedure, select one method at the
beginning of the project with the approval of the Engineer and use that method for the entire
project. The Contractor and Engineer may agree to change test procedures during the
construction of the project.
G.5a Establishing an Ignition Oven Correction Factor MnDOT Lab. Manual 1853
Appendix
On the first day of production, for each mixture type, both the Contractor and the Agency will
establish an ignition oven correction factor from the produced mixture. Re-establish correction
factors when:
There are aggregate or RAP substitutions.
There are 3 or more tolerance failures on the extracted asphalt content between the Agency and
the Contractor as defined by Table 2360-9, “Allowable Differences between Contractor and
Department Test Results”.
G.6 Production Testing Rates
G.6.a Start–Up
At the start of production, for the first 2,000 ton [1,800 tonne] of each mix type, perform testing
at the following frequencies:
34
G.6.b Production
After producing the first 2,000 ton [1,800 tonne] of each mix type test at the following
frequencies:
35
36
G.7 Production Tests
G.7.a Asphalt Binder Content
Spotchecks are required only when the Engineer has waived the requirements of 2360.2G8
relating to furnishing a computerized printout of the plant blending control system. A minimum
of 1 spotcheck per day per mixture blend is required to determine the new added asphalt binder.
Use an incinerator oven meeting the requirements of the Laboratory Manual Method 1853. Do
not use the incinerator oven if the percentage of Class B material is greater than 50 percent
within the composite blend, unless the Contractor determines a correction factor approved by the
Engineer.
Perform chemical extraction meeting the requirements of Laboratory Manual Method 1851 or
1852.
G.7.b Gyratory Bulk Specific Gravity, Gmb
Use two specimens to determine gyratory bulk specific gravity meeting the requirements of
Laboratory Manual Method 1806. Set Gyratory to an internal angle of 1.16° ± 0.02° according to
AASHTO TP 71.
G.7.c Maximum Specific Gravity, Gmm
Determine maximum specific gravity meeting the requirements of Laboratory Manual Method
1807.
G.7.d Air Voids – Individual and Isolated (Calculation)
Calculate the individual and isolated air voids meeting the requirements of Laboratory Manual
Method 1808. Use the maximum mixture specific gravity and corresponding bulk specific
gravity from a single test to calculate the isolated air voids. Use the maximum specific gravity
moving average and the bulk specific gravity from a single test to calculate the individual air
voids.
Compact gyratory design to Ndesign in accordance with Table 2360-7, “Mixture Requirements”
for the specified traffic level.
G.7.e Adjusted Asphalt Film Thickness (AFT) (Calculation)
Calculate the Adj. AFT meeting the requirements of the Laboratory Manual Method 1854.
G.7.f Gradation – Blended Aggregate
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Determine the gradation of blended aggregate sample, from an extracted bituminous mixture,
meeting the requirements of Laboratory Manual Method 1203.
G.7.g Coarse Aggregate Angularity
Test the Coarse Aggregate Angularity (CAA) meeting the requirements of Laboratory Manual
Method 1214 to determine the CAA on composite blend from aggregates used in production of
hot mix asphalt. Ensure CAA test results meet the requirements in accordance with Table 3139-
3.
The Contractor may test mixtures containing virgin aggregates from composite belt samples. Test
mixtures containing RAP from extracted aggregates taken from standard production samples.
Test the percentage of fractured faces of the composite aggregate blend less than 100 percent
twice a day for each mixture blend for at least two days, then one test per day if the test samples
meet the CAA requirements. If the CAA crushing test results are greater than 8 percent of the
requirements, take one sample per day and perform one test per week.
Report CAA results on the test summary sheet. The Department may reduce payment in
accordance with Table 2360-15, “Reduced Payment Schedule for Individual Test Results,” for
mixture placed and represented by results below the minimum requirement in accordance with
Table 3139-3. The Department will calculate tonnage subjected to reduced payment as the tons
placed from the sample point of the failing test to the sampling point where the test result meets
the specifications.
G.7.h Fine Aggregate Angularity
Use Laboratory Manual Method 1206 to test the composite blend from aggregates used in
production of asphalt mixtures for Fine Aggregate Angularity (FAA) meeting the requirements of
Table 3139-3. The Contractor may test mixtures that contain virgin aggregates from composite
belt samples. Test mixtures that contain RAP from extracted aggregates taken from standard
production samples. Perform two tests per day for each mixture blend for at least two days to test
the percentage of uncompacted voids from the composite aggregate blend, then one test per day
if the samples meet FAA requirements. If FAA test results are greater than 5 percent of the
requirement, take one sample per day and one test per week.
Report FAA results on the test summary sheet. The Department may reduce payment in
accordance with Table 2360-16, “Reduced Payment Schedule for Individual Test Results,” for
mixture placed and represented by results below the minimums in accordance with Table 3139-3.
The Department will calculate tonnage subjected to reduced payment as the tons placed from the
sample point of the failing test to the sampling point where the test result meets the
specifications.
G.7.i Field Tensile Strength Ratio (TSR) Laboratory Manual Method 1813
38
If the Engineer requires sampling and testing of the mixture to verify tensile strength ratio (TSR),
both the Contractor and the Department will be required to test these samples within 72 h after
sampling. The Contractor shall obtain a sample weighing at least 110 lb [50 kg] and split the
sample in half to provide a sample for the Department and the Contractor. Label the Department
companion of this split with the following information:
(1) Date
(2) Time
(3) Project number, and
(4) Cumulative tonnage to date
After the sample is split and labeled, give the Department’s companion sample to the Department
Street Inspector or Plant Monitor or to the Materials Engineer within 24 h of sampling as directed
by the Engineer. When using Option 2, obtain the sample within the first 5,000 ton [4,500 tonne]
of plant mixed asphalt produced or by the second day of production, whichever comes first, to
verify tensile strength ratio (TSR).Take mixture samples from the windrow or truck box. Provide
a 6 in [150 mm] specimen for gyratory design. The Contractor may test the sample at a
permanent lab site or a field lab site.
Refer to Table 2360-12, “Mixture Type, Minimum TSR,” for the minimum acceptable TSR
values for production. Stop production immediately if the material does not meet minimum TSR
requirements. Do not resume production until after adding anti-strip to the asphalt binder.
Determine the responsible party for the cost of the anti-strip in accordance with the Department
and Contractor TSR values in Table 2360-13. If the Department is responsible for the cost of the
anti-strip, the Department will only pay for the cost of the anti-strip for mixtures placed on that
project. The Department will not pay for delay costs associated with making changes related to
this testing.
39
Take another sample and test within the first 500 ton [450 tonne] after production resumes. Stop
production if the re-test fails to meet the minimum specified value. Discuss a proposal to resolve
the problem with the Engineer before resuming production. Do not operate below the specified
minimum TSR if at least 2 successive tests fail the TSR requirements. A new sample and retest
is automatically required if a proportion changes by greater than 10 percent from the currently
produced mixture for a single stockpile aggregate or the Engineer directs the Contractor to
sample and retest.
G.7.j Aggregate Specific Gravity (Gsb) Laboratory Manual Methods 1204, 1205, 1815
Sample and test aggregate stockpiles to verify aggregate specific gravity if directed by the
Engineer in conjunction with the District Materials Engineer. Provide 90 lb [40 kg]
representative stockpile samples for each aggregate component. Split samples in half to provide
material for both the Department and the Contractor. Label the Department companion with the
following information:
(1) Date
(2) Time
(3) Project number, and
(4) Approximate cumulative tonnage to date
Give the Department companion to the Department Street Inspector or Plant Monitor
immediately after splitting or to the Materials Engineer within 24 h of sampling as directed by
the Engineer. The Materials Engineer will compare the aggregate specific gravity results to the
Contractor's values on the current Mix Design Report. If the results deviate beyond the tolerance
in accordance with Table 2360-16, “Allowable Differences between Contractor and Department
Test Results,” the Materials Engineer will notify the Contractor and issue a new Mix Design
Report with the current specific gravity results. Base new mixture placed after receiving
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notification of new specific gravity values on the Department results. The Engineer will notify
the Contractor regarding new specific gravity values. The dispute resolution procedure for
aggregate specific gravity is on the Bituminous Office website.
G.7.k Moisture Content Laboratory Manual Method 1855
Provide a mixture with moisture content no greater than 0.3 percent. Measure moisture content in
the mixture behind the paver or, if approved by the Engineer, in the truck box. Sample and test as
directed by the Engineer. Store the sample in an airtight container. Do not perform microwave
testing.
Do not provide plant mixed asphalt with a moisture content greater than 0.3 percent.
G.7.l Asphalt Binder Samples
Obtain asphalt binder samples from a sampling valve located between the pump and the drum.
Sample each type of asphalt binder used in mixture production after 50 tons of mixture has been
produced, then sample at a rate of one per 250,000 gal [1,000,000 L. A minimum of 1 gallon of
binder must be drawn and wasted from the sampling valve before the actual sample is drawn. For
batch plants, obtain the asphalt binder sample from the weigh pod. Provide a 1 qt [1.0 L] sized
sample. The Inspector will monitor the sampling the Contractor performs.
Record sample information on an Asphalt Sample Identification Card. Submit the sample to the
Central Materials Laboratory. Contact the Department Chemical Laboratory Director for
disposition of failing asphalt binder samples.
G.8 Documentation
Maintain documentation, including test summary sheets and control charts, on an ongoing basis.
Maintain a file of gyratory specimen heights for gyratory compacted samples and test worksheets.
File reports, records, and diaries developed during the work as directed by the Engineer. These
documents become the property of the Department.
Number test results in accordance with the MDR and record on forms approved and provided by
the Department.
Send production test results on test summary sheets to the District Materials Laboratory and to
other sites as directed by the Engineer by 11 AM of the day following production by facsimile, or
e-mail when approved by the Engineer.
Include the following production test results and mixture information on the Department
approved test summary sheet:
(1) Percent passing on all sieves in accordance with Table 3139-2 (including No. 16,
No. 30, No. 50, No. 100)
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(2) Coarse and fine aggregate crushing
(3) Maximum specific gravity (Gmm.)
(4) Bulk specific gravity (Gmb )
(5) Percent total asphalt binder content (Pb)
(6) New added asphalt binder content
(7) Ratio of % new added asphalt binder to total asphalt binder
(8) Calculated production air voids (Va )
(9) Calculated adjusted AFT (Adj. AFT)
(10) Composite aggregate specific gravity (Gsb) reflecting current proportions
(11) Aggregate proportions in use at the time of sampling
(12) Tons where sampled
(13) Tons represented by a test and cumulative tons produced
(14) Fines to effective asphalt ratio (F/Ae)
(15) Signature Line for MnDOT and Contractor Representative
(16) Mixture Moisture Content
(17) MnDOT verification sample test result
(18) Identify, when used, the WMA additive or process and dosing rates
Submit copies of failing test results to the Engineer on a daily basis.
Provide the Engineer with asphalt manifests or bill of lading’s (BOL) on a daily basis.
Provide a daily plant diary, including a description of QC actions taken. Include changes or
adjustments on the test summary sheets.
Provide weekly truck scale spot checks.
Provide a Department approved accounting system for mixes and provide a daily and final
project summary of material quantities and types.
Provide a final hard and electronic copy of QC test summary sheets and control charts, and
density worksheets at completion of bituminous operations on the project to the Engineer.
Provide an automated weigh scale and computer generated weigh ticket. Ensure the ticket
indicates the following information:
(1) Project number
(2) Mix designation, including binder grade
(3) Mixture Design Report number
(4) Truck identification and tare
(5) Net mass
(6) Date and time of loading
Do not include deviations from the minimum information on the computer generated weigh
ticket unless otherwise approved by the Engineer in writing.
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Continue test summary sheets, charts, and records for a mixture produced at one plant site from
contract to contract. Begin new summary sheets and charts annually for winter carry-over
projects. Begin new summary sheets and charts when an asphalt plant is re-setup in the same
location after it has moved out.
Furnish an electronic printout (long form recordation) from an automated plant blending control
system at 20 minute intervals when the plant is producing mixture. The Engineer may waive this
requirement if the plant does not have the capability to produce the automated blending control
information; however, the Contractor must then perform daily spotchecks to determine percent
new asphalt added.
Include the following information on the plant control printout for Drum Plants:
(1) Both the virgin and recycle belt feed rates (tons/hr)
(2) Feeder bin proportions (%)
(3) Total % asphalt cement in the mixture
(4) Virgin asphalt cement added (%)
(5) Mixture Temperature °F [°C]
(6) Mixture code
(7) Date and time stamp
(8) Current tons of mixture produced and daily cumulative tons of mixture produced
at time of printout.
Provide a daily electronic printout of the plant calibration (SPAN) numbers for each bin and
meter.
Include the following information on the plant control printout for Batch Plants:
(1) Both the virgin and recycle belt feed rates (tons/hr)
(2) Feeder bin proportions (%)
(3) Mixture Temperature °F [°C]
(4) Mixture code
(5) Date and time stamp
(6) Current tons of mixture produced and daily cumulative tons of mixture produced
at time of printout
Provide a daily electronic printout of the plant calibration (SPAN) numbers for each bin and
meter.
G.9 Control Charts
Provide control charts and summary sheets computer generated from software approved by the
Engineer.
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The Contractor may use software available at the Bituminous Office. Record the following data
on standardized control charts:
(1) Blended aggregate gradation, include sieves in accordance with Table 3139-2 for
specified mixture
(2) Percent asphalt binder content (Pb)
(3) Maximum specific gravity (Gmm)
(4) Production air voids (Va)
(5) Adj. AFT
Unless otherwise directed by the Engineer, plot individual test results for each test point and
connect individual points with a solid line. Plot the moving average for each test variable starting
with the fourth test and connect with a dashed line. Plot the Department’s QA and verification
test results with triangles. Plot the specification JMF limits on the control charts using a dotted
line.
G.10 JMF Limits
Base the production air voids and Adj. AFT on the minimum specified requirements in
accordance with Table 2360-7, “Mixture Requirements.” Base gradations and asphalt binder
content limits on the current Department reviewed Mixture Design Report. Provide gradation
control sieves in accordance with Table 3139-2. Refer to the Mixture Design Report for the
mixture production targets. JMF limits are the target plus or minus the limits in accordance with
Table 2360-14, “JMF Limits (N=4).” Use JMF limits as the criteria for acceptance of materials
based on the moving average.
G.11 Moving Average Calculation
Calculate a moving average as the average of the last four test results. Continue the calculation
without interruption, except begin new summary sheets and charts annually for winter carry-over
projects and if an asphalt plant is re-setup in the same site after it has been moved out.
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G.12 JMF Bands
JMF Bands are the area between the target, as identified on the Mixture Design Report, and the
JMF limits.
G.13 JMF Adjustment
Begin mixture production with aggregate proportions within 5 percent of the design proportions
and mixture parameters in Table 2360-14 within the JMF limits shown. Use all the aggregate
proportions included on the Mixture Design Report unless the aggregate proportion is shown as 0
percent. 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 waive the preceding requirements.
G.13.a JMF Request for Adjustment
The Contractor may make a request to the Bituminous Engineer or District Materials Engineer
for a JMF adjustment to the mix design if the QC test results indicate a necessary change to
achieve the specified properties. Do not use aggregates or materials not part of the original mix
design to make adjustments unless otherwise approved by the Engineer, in conjunction with the
District Materials Engineer or the Department Bituminous Engineer.
A Certified Level II Bituminous QM Mix Designer will review the requested change for the
Department. If the request meets the design requirements in Table 3139-2,”Aggregate Gradation
Broad Bands”, Table 3139-3,”Mixture Aggregate Requirements”, and Table 2360-7, “Mixture
Requirements,” the Department will issue a revised Mixture Design Report. Each trial mixture
design submittal in accordance with 2360.2.E, “Mixture Design” may have three JMF
adjustments per mixture per project without charge. The Department will charge the Contractor
$500 for each additional JMF adjustment requests.
Perform an interactive process with the Engineer before making JMF adjustments. Make JMF
adjustments only within the mixture specification gradation design broadbands in accordance
with Table 3139-2. Submit a new JMF if redesigning the mixture. Only reduce the JMF asphalt
content if the moving average Adj. AFT is 8.5μ or more and Individual Adjusted AFT is at least
7.5 μ.
The department will not allow consecutive requests for a JMF adjustment without production
data. Continue calculation of the moving average after the approval of the JMF.
G.13.b JMF Request for Adjustment for Proportion Change > 10%
If requesting a JMF adjustment for a proportion change greater than 10 percent from the currently
produced mixture for a single stockpile aggregate, provide supporting production test data from
at least four tests run at an accelerated testing rate of one test per 500 ton [450 tonne] with the
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adjustment request. The Department will base acceptable verification and approval of the
requested JMF on individual and moving average test results in addition to the requirements
listed above. Individual test results must be within twice the requested JMF limits for percent
asphalt binder, production air voids, and Adj. AFT. Individual gradations must be within the
Broad Bands. The moving average values must be within the control limits in accordance with
Table 2360-14. Continue to calculate the moving average after the change in proportions.
If the mixture meets the design requirements as discussed in G.13.a, the District Materials
Laboratory will sign the request for JMF adjustment effective from the point of the proportion
change. If the mixture fails to meet the design requirements, the Department will either reduce
the payment or direct the Contractor to remove and replace. Do not make consecutive requests
for JMF adjustments without production data.
G.13.c JMF Request for Adjustment When Cumulative Proportion Changes > 10%
Submit a request for JMF adjustment when the cumulative change on any one product exceeds
10% from the original MDR. The Department will issue a revised MDR provided the mixture
meets the requirements in Table 3139-2,”Aggregate Gradation Broad Bands”, Table 3139-
3,”Mixture Aggregate Requirements”, and Table 2360-7, “Mixture Requirements”.
G.14 Failing Materials
The Department will base material acceptance on individual and moving average test results. The
Department will use isolated test results for acceptance of air voids at the start of mixture
production. The Department will consider individual test results greater than two times the JMF
bands as failing. The Department will fail moving average test results exceeding the JMF limits.
Begin new summary sheets annually for winter carry-over projects.
Stop production and make adjustments if the moving average values exceed the JMF limits.
Restart production after performing the adjustments and notifying the Engineer. Resume testing
at the accelerated rates and for the tests listed in Table 2360-10, “Production Start-Up Testing
Rates,” for the next 2,000 ton [1,800 tonne] of mixture produced. Continue calculating the
moving average after the stop in production.
The Department will consider mixture produced where the moving average of four exceeds the
JMF limits as unsatisfactory in accordance with 2360.2.G.14.d, “Moving Average Failure at
Mixture Start-Up – Production Air Voids,” 2360.2.G.14.e, “Moving Average Failure at Mixture
Start-Up — Adjusted AFT,” 2360.2.G.14.f, “Moving Average Failure - Production Air Voids,”
and 2360.2.G.14.g, “Moving Average Failure — Percent Asphalt Binder Content, Gradation, and
Adj. AFT.”
If the total production of a mixture type for the entire project requires no greater than four tests
the Department will accept the material in accordance with 2360.2.G.14.b, “Isolated Failures at
Mixture Start-Up – Production Air Voids,” and 2360.2.G.14.c, “Individual Failure — Gradation,
Percent Asphalt Binder, Production Air Voids, and Adj. AFT.”
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If the Contractor's testing data fails to meet the tolerances in accordance with Table 2360-9,
“Allowable Differences between Contractor and Department Test Results,” the Department will
substitute QA and verification data to determine the payment factor.
G.14.a Ratio of New Added Asphalt Binder to Total Asphalt Binder – Acceptance Criteria
Minimum design ratio of new added asphalt binder to total asphalt binder is shown in Table
2360-15 below. During production the ratio must meet individual and moving average
requirements as listed in Table 2360-15,”Ratio of New Added Asphalt Binder to Total Asphalt
Binder Acceptance Criteria”. If the individual or moving average ratio drops below the minimum
requirement, the Contractor must stop production and make adjustments to correct the process.
Restart production only after notifying the Engineer of the adjustments made. The calculation of
the moving average will continue after the stop in production.
G.14.b Isolated Failures at Mixture Start-Up – Production Air Voids
At the start-up of mixture production, use the first three isolated test results for production air
voids before establishing a moving average of four. Calculate isolated production air voids using
the maximum mixture specific gravity and the corresponding bulk specific gravity from that
single test. After testing four samples and establishing a moving average of four, the Department
will base acceptance on individual and moving average production air voids.
The Department will not accept the material if any of the first three isolated test results for
production air voids exceeds twice the JMF bands from the target listed on the Mixture Design
Report at the start of production. The Department will reduce payment for unacceptable material
in accordance with Table 2360-16, “Reduced Payment Schedule for Individual Test Results.”
The Department will calculate the quantity of unacceptable material on the tonnage placed from
the sample point of the failing test to the sample point when the isolated test result is back within
twice the JMF bands. If the failure occurs at the first test after the start of production, the
Department will calculate the tonnage subject to reduced payment as described above, including
the tonnage from the start of production.
If isolated air voids are less than 1.0 percent or greater than 7.0 percent, the Engineer will either
reduce the payment or order the material removed and replaced at no additional cost to the
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Department. The Engineer may require the Contractor to test in-place mixture to better define the
removal and replacement limits. The Engineer may require the Contractor to test in-place
mixture placed before the failing test result. If the Engineer reduces the payment, the Department
will pay for the material at 50 percent of the contract unit price.
G.14.c Individual Failure – Percent Asphalt Binder, Production Air Voids, and Adj. AFT
If the individual test result for adjusted AFT is less than 7.5μ, the Department may either reduce
payment in accordance with Table 2360-17, “Reduced Payment Schedule for Individual Test
Results, Adjusted AFT,” or order the material removed and replaced represented by the
individual test. This tonnage includes all material placed from the sample point of the failing test
to the sample point when the test result meets specification requirements. If the failure occurs at
the first test after the start of daily production, the Department will include the tonnage from the
start of production that day with the tonnage subject to reduced payment or removal and
replacement.
The Department will not accept material if the individual tests for percent asphalt binder content
or production air voids exceeds twice the JMF bands from the target listed on the Mix Design
Report. The Department will reduce payment in accordance with Table 2360-16, “Reduced
Payment Schedule for Individual Test Results.” The Department will calculate the material
subject to reduced payment as the material placed from the sample point of the failing test until
the sample point when the test result is back within twice the JMF limits. If the failure occurs at
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the first test after the start of daily production, the Department will include tonnage from the start
of production that day with the tonnage subjected to reduced payment.
The Department will not accept material if individual air voids are less than 1.0 percent or greater
than 7.0 percent, Remove and replace unacceptable material at no additional cost to the
Department as directed by the Engineer. Test in-place mixture to better define the area to be
removed and replaced as directed by the Engineer. Test mixture placed before the failing test
result as directed by the Engineer. The Department may reduce payment for unacceptable
material at 50 percent of the relevant contract unit price.
G.14.d Moving Average Failure at Mixture Start-Up — Production Air Voids
If a moving average failure occurs within any of the first three moving average results after
mixture start-up (tests 4, 5, 6), the Department will accept the mixture if the individual air void,
corresponding to the moving average failure meets the JMF limits. The Department will not
accept material if the individual air void fails to meet the JMF limit. The Department will reduce
payment for unacceptable material unless the Engineer determines that the isolated air void
corresponding to the individual air void meets the JMF limit. The Department will pay for
unacceptable material at 70 percent of the relevant contract unit price. The Department will
calculate the quantity of material subject to reduce payment 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. If the
failure occurs at the first test after the start of daily production, the Department will include
tonnage from the start of production that day with the tonnage subjected to reduced payment.
G.14.e Moving Average Failure at Mixture Start-Up — Adj. AFT
The Engineer will calculate the Moving Average (n=4) Adj. AFT during the sixth test after the
beginning of mixture production of that specific mixture. The Engineer will include the
individual results of calculations for tests No. 3, No. 4, No. 5, and No. 6 with this calculation.
G.14.f Moving Average Failure — Production Air Voids
A moving average production air void failure occurs when the individual production air void
moving average of four exceeds the JMF limit. The Department will consider the mixture
unacceptable and subject to reduced payment. The Department will pay for unacceptable mixture
at 70 percent of the contract unit price. The Department will calculate the quantity of mixture
subject to reduced payment 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 where the individual test result meets the JMF limits. If the failure
occurs at the first test after the start of daily production, the Department will include the tonnage
from the start of production that day with the tonnage subject to reduced payment.
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G.14.g Moving Average Failure - Percent Asphalt Binder Content, Gradation, and Adj.
AFT
The Engineer will consider the mixture unacceptable and subject to reduced payment for mixture
properties, including asphalt binder content and gradation, where the moving average of four
exceeds the JMF limits. The Department may reduce payment for unacceptable mixture
properties in accordance with Table 2360-18, “Reduced Payment Schedule for Moving Average
Test Results.” The Department will calculate the quantity of material subject to replacement or
reduced payment 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. If the failure occurs
at the first test after the start of daily production, the Department will include the tonnage from
the start of production that day with the tonnage subjected to reduced payment.
The Engineer will calculate the Moving Average (n=4) Adjusted AFT during the sixth test after
the beginning of mixture production of that specific mixture. The Engineer will include the
individual results of calculations for tests No. 3, No. 4, No. 5, and No. 6 with this calculation.
The Department will consider material with the Moving Average (n=4) of the Adjusted AFT is
less than 8.0 μ as unsatisfactory and will pay for the material at 80 percent of the relevant
contract unit price. The Department will calculate the quantity of material subject to replacement
or reduced payment as the tons placed from the sample point of all Individual Adjusted AFT
results less than 8.0μ, which contributed to the Moving Average value that was less than 8.0μ, to
the sample point where the Individual Adjusted AFT is at least 8.0μ. If the failure occurs at the
first test after the start of daily production, the Department will include the tonnage from the start
of production that day with the tonnage subject to reduced payment.
G.14.h Coarse and Fine Aggregate Crushing Failure
If any CAA or FAA test results do not meet the requirements specified in Table 3139-3, the
Department may reduce payment for the placed material in accordance with Table 2360-16,
“Reduced Payment Schedule for Individual Test Results.” The Department will calculate the
quantity of material subject to reduced payment as the tons placed from the sample point of the
failing test until the sampling point where the test result meets the specifications. If the failure
occurs at the first test after the start of daily production, the Department will include the tonnage
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from the start of production that day with the tonnage subjected to reduced payment.
2360.3 CONSTRUCTION REQUIREMENTS
A Restrictions
A.1 Asphalt Release Agents
Do not use petroleum distillates to prevent adhesion of asphalt mixtures to equipment. An
asphalt release agent must meet the criteria for “Effect on Asphalt” as described in the most
recent Asphalt Release Agent on file in MnDOT’s Office of Environmental Services.
A.2 Edge Drop Off
When construction is under traffic, the requirements of 2221.3.D will apply.
A.3 Surge and Storage Bins
Store the asphalt mixture for no more than 18 h at storage facilities that prevent segregation of
the mix and drainage of asphalt from the mix. Maintain the mixture at within 9 °F [5 °C] of the
temperature when discharged from the silo or mixer and prevent excessive cooling or
overheating.
A.4 Weather Limitations and Paving Date
Do not perform work within the roadway in the spring until removal of seasonal load restrictions
on roads in the vicinity unless otherwise approved by the Engineer.
Do not place asphalt mixtures when weather or roadbed conditions or moisture conditions of the
roadway surface are judged unfavorable by the Engineer.
Do not place asphalt pavement final wearing course lift after October 15 north of an east-west
line between Browns Valley and Holyoke, or after November 1 south of an east-west line
between Browns Valley and Holyoke.
The Engineer may waive these restrictions when:
(1) The Contractor is not placing asphalt mixture on the traveled portion of the
roadway
(2) The roadway involved is closed to traffic during the following winter, or
(3) The Engineer provides written direction to place the mixture
A.5 Mixing and Discharge of Materials
Notify the Engineer of the recommended plant mixing temperatures as provided from the asphalt
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supplier. Unless authorized by the Engineer, do not produce the mixture more than 30°F above
the recommended maximum mixing temperature. Use the automated plant control printout to
monitor discharge temperature. The Department will not pay for or allow placement of any
mixture produced at more than 30°F above the recommended maximum mixing temperature
unless the higher mixing temperatures have been approved by the Engineer.
B Equipment
B.1 Plant
B.1.a Segregation
Provide plant mixed asphalt from a plant capable of producing a uniform mix free of segregation.
B.1.b Scales
Test and calibrate scales in accordance with 1901.
B.1.c Mineral Filler
Add mineral filler to the mixture using a storage silo equipped with a device to ensure a constant
and uniform feed.
B.1.d Storage Tanks
Provide storage tanks equipped to heat and maintain the material at the temperatures
recommended by the certified asphalt supplier. Place the discharge end of the circulating line
below the surface of the asphalt material. Provide agitation for modified asphalt as
recommended by the supplier.
Provide an outage table or chart and measuring stick for each storage or working tank. Equip
tanks with provisions to take asphalt binder material samples. After delivery of asphalt binder
material to the project, do not heat the material at temperatures greater than 350° F [175° C]. Do
not store modified asphalt at temperatures greater than the manufacturer’s recommendation.
B.1.e Asphalt Binder Control
If proportioning asphalt binder material by volume, equip the plant with either a working tank or
a metering system to determine asphalt binder content of the mixture.
Provide a working tank with a capacity from 1,000 gal to 2,000 gal [3,800 L to 7,600 L].
Calibrate and supply the working tank with a calibrated measuring stick. The Contractor may
connect the tank to a mixing unit and use it only during spot check operations as long as it is
available at all times. Return feedback to the working tank during spot check operations.
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Provide a metering system with at least one approved asphalt binder flow meter and a asphalt
binder pump. Connect the flow meter to the asphalt binder supply to measure and display only
the asphalt binder being fed to the mixer unit. Position the meter readout for convenient
observation. Provide a means to compare the flow meter readout with the calculated output of the
asphalt binder pump. Provide a system to display that shows the accumulated asphalt binder
quantity being delivered to the mixer in gallons [liters] or to the nearest 0.001 ton [0.001 tonne].
Calibrate and adjust the system to maintain an accuracy of ±1 percent error for each plant set-up
before producing the mixture.
Provide an outage table or chart and measuring stick for each storage or working tank. Equip
tanks with provisions to take asphalt binder material samples. After delivery of asphalt binder
material to the project, do not heat the material at temperatures greater than 350° F [175° C]. Do
not store modified asphalt at temperatures greater than the manufacturer’s recommendation.
B.1.e (1) Asphalt Binder Sampling Valve
Provide an asphalt binder sampling valve located between the pump and the drum. Sample
asphalt binder from the weigh pod for batch plants.
B.1.f Dryer
The Department will not allow unburned fuel in the mix.
B.1.g Temperature Control
Equip the plant with enough temperature sensors to ensure temperature control of the aggregate
and asphalt binder.
B.l.h. Pollution ............ 1717
B.2 Street Equipment
B.2.a Paver
Provide a paver capable of spreading and finishing to widths as shown on the plans and with an
operational vibratory screed and automatic screed control to place mix without segregation.
Use an asphalt paver to place the mixture. When necessary, the Contractor may use a motor
grader, when approved by the Engineer, to spread mixtures in areas that are inaccessible to a
paver or when the quantity of mixture makes it impractical to place with a paver.
Use a shouldering machine to spread the mixture on shoulder surfacing and uniform width
widening, when the placement width is too narrow for a paver.
Using a screed or strike-off assembly, produce a finished surface of the required evenness and
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texture without tearing, shoving, or gouging. For mainline paving, if the paving width is greater
than the basic screed, auger and mainframe extensions, which meet manufacturer’s
recommendations for the paving width, are required unless otherwise directed by the Engineer.
The Department will not allow strike-off only extension assemblies for mainline wearing course
paving, unless the Engineer directs otherwise.
Equip all pavers with an approved automatic screed control. Sensor-operated devices need to
include automatic controls that follow reference lines, or surfaces on one or both sides of the
paver as required. Adjust the speed of the paver to produce the best results. A string line is only
required if stated in the contract.
Spread all mixtures without segregation to the cross sections shown on the plans (excluding tight
blade and scratch course applications). The objective on the leveling layer is to secure a smooth
base of uniform grade and cross section so that subsequent courses will be uniform in thickness.
The Contractor may spread the leveling layer 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.
Place each course over the full width of the section under construction on each day's run, unless
the Engineer directs otherwise.
B.2.b Trucks
Provide trucks with tight, clean, and smooth truck haul beds. Do not allow mixture to adhere to
the truck beds. When directed by the Engineer, provide a cover that extends at least 1 ft [300
mm] over the truck bed sides and attach to tie-downs, if the truck is not equipped with a
mechanical or automated covering system.
B.2.c Motor Graders
Use a motor grader with the following characteristics:
(1) Self-propelled
(2) Equipped with pneumatic tires with a tread depth of ½ in [13 mm] or less
(3) Equipped with a moldboard blade that is at least 10 feet [3 m]
(4) With a wheelbase of at least 15 feet [4.5 m]
B.2.d Distributor
Provide a distributor capable of uniformly applying material up to 15 ft [4.6 m] wide and
equipped with the following:
(1) An accurate volume measuring device with tachometer
(2) Pressure gauges
(3) Thermometer for measuring temperatures of tank contents
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(4) Power-operated pump
(5) Full circulation spray bars with lateral and vertical adjustments
B.2.e Rollers
Compact each lift of asphalt to the density require in 2360.3.D, “Compaction.”
B.2.e(1) Steel-Wheeled Rollers
Self-propelled steel wheeled compacting equipment must weigh at least 8 ton [7.3 tonne]. If
using vibratory rollers, provide rollers that produce 3,085 lbf per ft [45 kN per m] of width and a
vibratory frequency of at least 2,400 vpm using the low amplitude setting. Provide a roller
capable of reversing without backlash and equipped with spray attachments for moistening
rollers on both sets of wheels.
B.2.e(2) Pneumatic Tired Rollers
Self-propelled pneumatic tired compacting equipment must have a compaction width of at least 5
ft. [1.5 m] and a gross wheel load force of at least 3,000 lb [13 kN] per wheel for traffic level 2
and level 3 mixtures, 5,000 lb [22 kN] per wheel for traffic level 4 and level 5 mixtures, and, if
using vibratory, at least 8 ton [7.3 tonne] total mass. Provide a roller with a tire arrangement that
obtains full compaction over the full width with each pass of the roller.
B.2.e(3) Trench Rollers
Self-propelled trench rollers must weigh at least 2,960 lb per foot [4,400 kg per meter] of width.
B.3 Tack Coat
Apply a uniform asphalt tack coat to the clean and dry existing asphalt or concrete surface and to
the surface of each course or lift constructed, except for the final course or lift, in accordance
with 2357. Coat the contact surfaces of all fixed structures and the edge of the inplace mixture in
all courses at transverse joints and in the wearing course at longitudinal joints. Do not coat the
longitudinal joint if a rubberized asphalt joint adhesive will be applied to the vertical face of the
joint. A uniform application will not have streaks (corn rows), bare spots, puddles, or other
irregular patterns. Allow emulsified asphalt tack coats to break, as indicated by a color change
from brown to black, before placing subsequent lifts. Take tack samples from the asphalt
distributor according to rates provided in the Material Control Schedule. The Inspector will
monitor the sampling the Contractor performs.
C Joints
C.1 Construction Joints
Compact joints to produce a neat, tightly bonded joint that meets surface tolerances as described
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in 2360.3.E. Transverse and longitudinal joints are subject to the density requirement in
accordance with 2360.3.D, “Compaction.”
C.2 Transverse Joints
Construct a transverse joint, the full width of the paver, at right angles to the centerline when
mixture placement operations are suspended. When work resumes, cut the end vertically for the
full depth of the layer unless constructing a formed edge as approved by the Engineer.
C.3 Longitudinal Joint
Construct the longitudinal joint between strips and parallel to the pavement centerline. In
multiple lift construction, construct the longitudinal joints between strips in each lift at least 6 in
[150 mm] measured transversely from the longitudinal joints in the previously placed lift. If
constructing a wearing course in an even number of strips, place one longitudinal joint on the
centerline of the road. When constructing a wearing course in an odd number of strips, locate the
centerline of one strip on the centerline of the road, provided that no joint is located in the wheel
path area of a traffic lane. The Contractor will align longitudinal joints in multiple lift
construction over portland cement concrete pavements directly over the concrete pavement
longitudinal joints as approved by the Engineer.
At longitudinal joints formed by placing multiple strips, ensure the adjoining surface is higher
but does not exceed ⅛ in [3 mm], after final compaction of the previously placed strip. When
constructing a strip adjoining a previously placed strip or a concrete pavement, remove to the
longitudinal joint line, any fresh mixture that overlaps a previously placed strip or pavement
before rolling.
D Compaction
After spreading each course, compact in accordance with the maximum density method as
described in 2360.3.D.1, unless the ordinary compaction method is called for in the special
provisions or as described in 2360.3.D.2, “Ordinary Compaction.” Do not allow rollers to stand
on the uncompacted mixture or newly rolled pavement with a surface temperature greater than
140 °F [60 °C]. Do not roll with steel-wheeled rollers if rolling produces aggregate that is
crushed, cracked, or pulverized or causes displacement of the mixture.
To maintain a true surface, correct the following by removing and replacing the material in the
defective areas as directed by the Engineer at no additional cost to the Department:
(1) Variations such as depressions or high areas, which may develop during rolling
operations
(2) Lean, fat, or segregated areas
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When spreading mixtures with a motor grader, compact the mixture with pneumatic tired rollers
simultaneously with the spreading operation.
D.1 Maximum Density
Compact the pavement to at least the minimum required maximum density values in accordance
with Table 2360-19, “Required Minimum Lot Density (Mat),” and Table 2360-20, “Longitudinal
Joint Density Requirement.” Density evaluation will include compacted mat density and
compacted longitudinal joint density. Density evaluation will not include longitudinal joint
density on lifts with a 1 percent reduced density requirement.
D.1.a Shoulders Greater Than 6 ft [1.8 m]
Unless otherwise shown on the plans or required by the special provisions, compact shoulders
wider than 6 ft [1.8 m] paved using the maximum density method. When shoulders are
compacted by the maximum density method and are paved separately from the driving lane, or
have a different required minimum density than the driving lane, delineate the lot tonnage placed
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on the shoulder in separate lots from the driving lanes for the day paving was conducted.
D.1.b Shoulders Equal to or Less Than 6 ft [1.8 m]
Unless otherwise shown on the plans or required by the special provisions, use the ordinary
compaction method in accordance with 2360.3.D.2 to compact a narrow shoulder no wider than
6 ft [1.8 m] paved in the same pass as a driving lane or paved separately. The Department will
exclude mixture compacted under ordinary compaction from lot density requirements and from
incentive or disincentive payment.
When compacting a narrow shoulder using the maximum density method, compact to densities in
accordance with Table 2360-19. If the minimum required density of the shoulder is different than
the driving lane, delineate the tonnage placed on the shoulder in separate lots from the driving
lane.
D.1.c Echelon Paving
The Department considers echelon paving, two pavers running next to each other in adjacent
lanes, as separate operations.
D.1.d Density Determination (Core Bulk Density)
Calculate each individual lot’s maximum density by averaging the results of the cores within the
lot expressed as the percentage of the maximum specific gravity. Use Laboratory Test Method
1810 to determine core density unless the mixture is considered coarse graded. If 45 percent or
less of the aggregate material passes the No. 4 [4.75 mm] sieve the Engineer may require bulk
specific gravity be determined in accordance with Laboratory Manual Method 1816, Corelok.
Obtain the maximum specific gravity value for calculating the percentage density for the lot from
the maximum gravity values taken from production tests during that day’s paving. If the
production tests during that day’s paving result in only one or two maximum specific gravity
values, use the moving average value at that test point. If production tests during that day’s
paving result in three or more maximum specific gravity values, use the average of those tests
alone as indicated above.
D.1.e Timeline
Complete compaction within 8 h of mixture placement and before obtaining core samples. Only
use pneumatic tired or static steel rollers for compaction performed between 6 h and 8 h after
mixture placement. Do not reroll compacted mixtures with deficient densities.
D.1.f Stop Production
If all the lots in a day’s production or greater than 50 percent of the lots on multiple days fail to
meet the minimum density requirement stop production and determine the source of the problem.
Discuss with the Engineer what corrective action will be taken to bring the work into compliance
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with specified minimum required density.
D.1.g Lot Determination
D.1.h Mat Density Cores
Obtain four cores in each lot. Take two cores from random locations as directed by the Engineer.
Take the third and fourth cores, the companion cores, within 1 ft [0.3 m] longitudinally from the
first two cores. Submit the companion cores to the Engineer immediately after coring and
sawing. If the random core location falls on a longitudinal joint, cut the core with the outer edge
of the core barrel 1 ft [0.3 m] away laterally from the edge of the top of the mat. Do not take
cores for compacted mat density within 1 ft [300 mm] of any longitudinal joint. The Contractor is
responsible for maintaining traffic, coring, patching the core holes, and sawing the cores to the
paved lift thickness before density testing.
The Engineer may require additional density lots to isolate areas affected by equipment
malfunction, heavy rain, or other factors affecting normal compaction operations.
D.1.i Contractor Core Testing
Take and test cores at least 4 in [100 mm] in diameter at locations determined and marked by the
Engineer.
Mark samples with the lot number and core number or letter. Transport the cores to the
laboratory daily taking care to prevent damage to them. Schedule the approximate time of testing
during normal project work hours to allow the Engineer to observe the test and to record the
saturated surface dry and immersed weight of the cores.
Determine the density by the end of the next working day after compaction. Measure each core
three times for thickness before saw cutting. Report the average lift thickness on the core sheet. If
placing multiple layers in a single day, saw and separate cores for each layer, test, and report by
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the end of the next working day. Place and compact mix into the coring hole to restore the
surface within 24 h after coring or the Department will fine the Contractor $100 per working day
per lot until restored.
D.1.j Companion Core Testing
The Department will select at least one of the two companion cores per lot to test for verification.
For lots designated as longitudinal joint density lots, the Department will test at least one of the
mat density companion cores and at least one of the longitudinal joint density companion cores.
D.1.k Tolerance Comparison
D.1.k(1) Tolerance Comparison – Individual
Compare the individual core bulk specific gravities obtained by the Contractor and by the
Department. If the bulk specific gravity between the Contractor and the Department cores differ
by more than 0.030, use the Department’s bulk specific gravity.
D.1.k(2) Tolerance Comparison – Day’s Shrinking Tolerance
For a second comparison of the cores that pass the individual tolerance criteria, compare the
average of the Contractor’s bulk specific gravities with the average of the Department’s bulk
specific gravities. Determine the tolerance by dividing 0.030 by the square root of the number of
samples compared. Use all the Department’s results for the day’s paving if the cores do not fall
within the determined tolerance.
D.1.l Recoring
The Engineer may allow the Contractor to re-core a sample if the sample was damaged in the
coring process or damaged in transit to the laboratory through no fault of the Contractor.
D.1.m One Percent Reduced Density
The Department will exclude incentive payments for reduced minimum density in accordance
with Table 2360-19, “Required Minimum Lot Density (Mat).” The Contractor may elect to waive
the reduced density requirement and reevaluate the density in accordance with Table 2360-19,
“Required Minimum Lot Density (Mat),” including incentives, for all cases except the first lift
constructed over concrete pavement. The Contractor must notify the Engineer, in writing, after
the first day’s paving and by the end of the third day of paving of their intent to waive reduced
density. Once reduced density has been waived the normal maximum density will remain in
effect for the duration of mixture placement on that lift. For multi-year projects, the waiving of
reduced density will be for that year only and will be re-evaluated for subsequent years on an
annual basis. The Contractor is required to comply with any construction requirements on
subsequent lifts.
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D.1.n Longitudinal Joint Density
Evaluate longitudinal joint density in one lot per day unless the total daily weight is greater than
5,000 ton [5,000 tonne]. If the total daily weight is greater than 5,000 ton [5,000 tonne], evaluate
two lots per day. Randomly select the location to take cores for longitudinal joint density from
the mat density core locations. Take six cores at this location. Take cores for longitudinal joint
density with the outer edge of the core barrel within 6 in [150 mm] from the edge of the top of
the mat for both sides of the mat. Take a companion core 1 ft [0.3 m] longitudinally from each
core. Take two cores for mat density at either 2 ft [0.61 m] right or 2 ft [0.61 m] left of the center
of the mat the Contractor is paving, regardless of random number generation.
D.1.o Imaginary Joint
An actual longitudinal joint will not exist if pulling the shoulder and driving lane in the same
paving pass. Do not cut a core on the imaginary line where a joint would have existed had the
shoulder and the drive lane been paved separately.
D.1.p Shoulders
D.1.p(1) Shoulder – Ordinary Compaction
If compacting the shoulder under the ordinary density specification, do not take longitudinal joint
cores in shoulders. Core at the centerline longitudinal edge cores (6 in [150 mm] from the joint)
and at the mat density cores (2 ft [0.61 m] right or left of the center of the paving pass).
D.1.p(2) Shoulder-Maximum Density Specification
Core at the following locations:
(1) Centerline longitudinal edge cores (6 in [150 mm] from the joint)
(2) Mat density cores (2 ft [0.61 m] right or left of the center of the paving pass)
(3) Edge of the shoulder (6 in [150 mm] from the outside edge)
Do not cut cores on the imaginary line at the edge of the shoulder adjacent to the driving lane.
Move coring locations on imaginary lines to 6 in [150 mm] inside the edge of the shoulder.
D.1.q Payment Schedule
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62
63
D.1.r Pay Factor Determination
Determine the pay factor in accordance with the following:
(1) Case 1: Total Pay Factor = (Pay Factor A) × (Pay Factor B) × (Pay Factor C)
(2) Case 2: Total Pay Factor = (Pay Factor A) × (Pay Factor B) × (Pay Factor B)
(3) Case 3: Total Pay Factor = (Pay Factor A) × (Pay Factor C) × (Pay Factor C)
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Where:
Pay Factor A = Mat density
Pay Factor B = Confined edge density
Pay Factor C = Unsupported edge density
Use a pay factor of 1.00 for Pay Factor B, Pay Factor C, or both in lots where no cores are taken
at the longitudinal joint.
D.2 Ordinary Compaction
Perform ordinary compaction for the following:
(1) Layers identified in the typical sections with a minimum planned thickness less
than 1½ in [40 mm]
(2) Thin lift leveling
(3) Wedging layers
(4) Patching layers
(5) Driveways
(6) Areas the Contractor cannot compact with standard highway construction
equipment and practices
(7) Bike paths, walking paths, and other similar non-traffic paving areas
If using the ordinary compaction method to evaluate density, use a control strip to establish a
rolling pattern. Use the rolling pattern to compact the asphalt mixture for the layer on which the
control strip is constructed or until constructing a new control strip. The Engineer may waive the
control strip requirement in small localized areas or other areas not conducive to its
establishment.
D.2.a Control Strip
Construct a control strip at least 395 sq. yd [330 sq. m] and of the same thickness as the lift the
control strip represents at the beginning of the work on each lift of each course. Begin
compacting immediately after spreading the mixture. Continue compacting until additional roller
coverage does not produce appreciable increase in density. Determine densities by means of a
portable nuclear testing device or approved alternate and create a growth curve to determine the
optimum rolling pattern. Provide documentation of the growth curve to the Engineer. Roll the
remainder of that course in accordance with the pattern developed in the test strip for that roller.
Provide a new control strip in accordance with the following:
(1) If using a new JMF with a proportion change greater than 10 percent when
compared to the currently produced mixture for a single stockpile aggregate
(2) If changing the source of either aggregate or binder, or
(3) After 10 days of production
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D.2.b Equipment
Use rollers that meet the requirements in 2360.3.B.2.e. Use the same equipment type and weight
on the remainder of the pavement course that was used to construct the control strip. Provide at
least two rollers. Provide a tandem steel wheeled roller for final rolling. The Contractor may use
trench rollers or mechanical tampers to compact areas inaccessible to the conventional type
rolling equipment.
D.2.c Mixture Temperature
Refer to Table 2360-26, “Minimum Temperature Control” for the minimum laydown
temperatures in all courses of the asphalt mixture as measured behind the paver or spreading
machine. Do not pave when the air temperature is less than 32° F [0° C] unless otherwise
directed by the Engineer in writing.
D.3 Mat Density Cores (Optional Department Only Core Testing)
The Contractor can request all density cores be tested by the Department. The written request
should be made at the pre-construction meeting and a written response, from the Department,
either approving or denying the request will be made within 5 calendar days from the date of the
request. Once approval is granted, Department Only Core Testing will remain in effect for the
duration of the project. For multi-year projects, Department core testing will be for that year only.
Cores will be tested in either the Department’s Field Lab or in the Contractor’s Field Lab. The
Contractor is permitted to observe and record all weighing of the cores.
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D.3.a Contractor Coring Responsibilities
Obtain two cores in each lot. Take cores of at least 4 in [100 mm] in diameter at locations
determined and marked by the Engineer. If the random core location falls on a longitudinal joint,
cut the core with the outer edge of the core barrel 1 ft [0.3 m] away laterally from the edge of the
top of the mat. Do not take cores for compacted mat density within 1 ft [300 mm] of any
longitudinal joint. Label samples with the lot number and core number or letter. The Contractor
is responsible for maintaining traffic, coring, patching the core holes.
Measure each core three times for thickness before saw cutting. Report the average lift thickness
to the Engineer. If placing multiple layers in a single day, measure and record lift thickness and
then saw and separate cores for each layer. Place and compact mix into the coring hole to restore
the surface within 24 h after coring or the Department will fine the Contractor $100 per working
day per lot until restored. The Engineer may require additional density lots to isolate areas
affected by equipment malfunction, heavy rain, or other factors affecting normal compaction
operations.
D.3.b Department Testing Responsibilities
The Department will take possession of the cores after they have been measured and cut. The
Department will test all cores. Density results will be determined by the end day in which the
cores were cut provided they are in the Department’s possession by 10:00am, otherwise, results
will be available the next working day. Test results will be reported on the Core Density Sheet.
D.3.c Longitudinal Joint Density
Evaluate longitudinal joint density in one lot per day unless the total daily weight is greater than
5,000 ton [5,000 tonne]. If the total daily weight is greater than 5,000 ton [5,000 tonne], evaluate
two lots per day. Randomly select the location to take cores for longitudinal joint density from
the mat density core locations. Take three cores at this location. Take cores for longitudinal joint
density with the outer edge of the core barrel within 6 in [150 mm] from the edge of the top of
the mat for both sides of the mat. Take one core for mat density at either 2 ft [0.61 m] right or 2 ft
[0.61 m] left of the center of the mat the Contractor is paving, regardless of random number
generation.
E Surface Requirements
After compaction, the finished surface of each lift 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:
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Cut or saw and then remove and replace material placed outside the described limitations at no
additional cost to the Department. If the Engineer determines the material can remain in place
outside the limits, the Department will pay for the material at a reduced cost of $10 per sq. yd
[$12 per sq. m]. The Department will consider any single occurrence of material outside the
limitations to have a minimum dimension of at least 1 sq. yd [1 sq. m] in any dimension.
In addition to the list the above the pavement surface must meet requirements of 2399 (Pavement
Surface Smoothness) requirements.
E.1 Lift Thickness
After compaction, the thickness of each lift shall be within a tolerance of ¼ in [6 mm] of the
thickness shown on the plans, except that, if automatic grade controls are used, this thickness
requirement will not apply to the first lift placed. This thickness requirement will not apply to a
leveling lift whether or not automatic grade controls are required. The Engineer may require
removal and replacement of any part of any lift that is constructed to less than the minimum
required thickness, at no additional cost to the Department.
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Measure cores taken for density determination for thickness also. Measure each core three times
for thickness before sawing. Report the average of these three measurements. Document each
lot's average core thickness and submit 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
Engineer will use the average of all core thickness measurements per day per lift to determine
daily compliance with thickness specifications.
On that portion of any lift constructed to more than the maximum permissible thickness, the
materials used in the excess mixture above that required to construct that portion of the lift to the
plan thickness plus ¼ in [6 mm] may be excluded from the pay quantities or at the discretion of
the Engineer and at the Contractor's expense may be required to be removed and replaced.
F Asphalt Mixture Production (FOB Department Trucks)
Produce asphalt mixture for the Department. Load the mixture being produced onto 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 required not less than 2 weeks
prior to completion of the final wearing course. The Engineer will not accept the asphalt mixture
if it is unsuitable for the intended use.
G Small Quantity Paving
A MDR is not required for planned project quantities less than 9,000 sq. yd inches (4,500 sq. yd.
per 2-inch thickness, etc) [191,200 m2 mm] or 500 ton [450 tonne]. Verify in writing that the
asphalt mixture delivered to the project meets the requirements of Table 3139-3 and Table 2360-
7, “Mixture Requirements.” The Department will obtain samples, as determined by the Engineer,
to verify mixture requirements and to perform material acceptance in accordance with
2360.2.G.14.b, “Isolated Failures at Mixture Start-Up – Production Air Voids,” 2360.2 G.14.c,
“Individual Failure – Gradation, Percent Asphalt Binder, Production Air Voids, and Adj. AFT,”
and 2360.2.G.14.h, “Coarse and Fine Aggregate Crushing Failure.”
2360.4 METHOD OF MEASUREMENT
When paying for material by weight, the Engineer will measure separately asphalt mixture of
each type by weight based on the total quantity of material hauled from the mixing plant. The
Engineer will not make deductions for the asphalt materials.
When paying for material by area, the Engineer will separately measure asphalt mixture of each
type and for each specific lift by area and by thickness on the basis of actual final dimensions
placed.
2360.5 BASIS OF PAYMENT
The contract unit price for asphalt mixture used in each course includes the cost of constructing
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the asphalt surfacing and providing and incorporating asphalt binder, mineral filler, hydrated
lime. Anti-stripping additives may be permitted or required as indicated in 2360.2.C.
The Department will pay for additives required by the contract at the relevant contract unit price
for the mixture. The Department will pay for additives incorporated as directed by the Engineer
as extra work in accordance with 1402.5, “Extra Work.”
The Department will apply reduced payment if the mixture includes steel slag as one of the
aggregate proportions and the production lab density at the design gyrations at the recommended
or established asphalt content is greater than 160 lb per cu. ft [2,565 kg per cu. m]. The
Department will pay for the mixture at the contract unit price, calculated as follows:
% Payment = 100 – (100 x (production_density_at_design_gyrations – 160)
160
[% Payment = 100 – (100 x (production_density_at _design_ gyrations – 2,565)]
2,565
If the plans do not show a contract pay item for shoulder surfacing and other special construction,
the Department will include payment for the quantities of material used for these purposes in the
payment for the wearing course materials.
Complete yield checks and monitor thickness determinations to construct the work as shown on
the plans. Use the tolerances for lift thickness in accordance with 2360.3.E, “Surface
Requirements” and surface smoothness requirements in accordance with 2399 for occasional
variations and not for continuous over-running or underrunning, unless otherwise required by the
Engineer.
The contract unit price for asphalt mixture production includes the cost of the material and
loading onto Department-provided trucks at the mixing plant.
The Department will pay for plant mixed asphalt pavement on the basis of the following
schedule:
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Item No.: Item: Unit:
2360.501 Type SP* Wearing Course Mixture †‡ ton [metric ton]
2360.502 Type SP* Non-Wearing Course Mixture †‡ ton [metric ton]
2360.503 Type SP*║ Course Mixture †‡# in [mm] thick square yard [square meter]
2360.504 Type SP*║ Course Mixture †‡ square yard [square meter]
2360.505 Type SP * Bituminous Mixture for Specified Purpose ton [metric ton]
2360.506 Type SP * Bituminous Mixture Production ton [metric ton]
* Aggregate size Designation, 9.5, 12.5 or 19 as appropriate, see 2360.1.A.3
║ “Wearing” or “Non Wearing” as appropriate
† Traffic level in accordance with Table 2360-1, “Traffic Levels”
‡ AC binder grade designation (Table 2360-2)
# Lift thickness shown on the plans
3.02 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 what is required per Table 2360-19. The density test shall be in accordance
with MnDOT Bituminous Specifications 2360 and 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 density test per 200 tons of mix installed or a minimum of
two (2) sample per job.
2. In-place density test 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. No cores are to
be taken in the wheel tracks.
b. Four (4) density test 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 lieu of being removed and replaced, will be accepted at a reduced price in accordance with
Table 2360-22. 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 retesting shall be done within three
(3) working days after placement of the bituminous mixture. The Contractor will be responsible
for the costs of all retesting.
3.03 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
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 2231 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.
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.
3.04 BITUMINOUS TACK COAT
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.
3.05 MILL PAVEMENT SURFACE
A Description
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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.
B 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.
C 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.
D 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.
E 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.
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)
3.06 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 2360
SPWEB340B.
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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.
1. 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
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.
B. A final inspection of all utilities will be performed at the completion of the project for
acceptance. Adjustments shall be made as follows:
1. 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 Adjusting 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 Sections 2531 and 2461 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.
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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
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. Section 2531.2A.1 shall be mix no. 3A22 with granite aggregate.
9. Section 2531.2A.2 shall be mix 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:
1. 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%
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1 to 2% .....................................................................................................................95%
2 to 3% .....................................................................................................................90%
3 to 4% .....................................................................................................................85%
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.
C1 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.
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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)
(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) OK Tolerance
2.75” (65 mm - 70 mm) Substantial Compliance
3” - 3.50” (75 mm - 90 mm) OK if strength is satisfactory and placement
satisfactory
3.75” - 4.25” (95 mm - 105 mm) Pay at 75% of unit bid price or deduct concrete price
>4.25” (>105 mm) Pay 25% of unit bid price
2” (50 mm) to 3”(75 mm) specified
3.25” - 3.75” (80 mm - 95 mm) OK Tolerance
4” (100 mm) Substantial Compliance
4.25” - 4.50” (105 mm - 110 mm) OK if strength is satisfactory and placement
satisfactory
4.75” - 5” (115 mm - 125 mm) Pay 75% of bid price or deduct concrete price
>5” (>125 mm) Pay 25% of bid price
<2.00” (50 mm) No deduction if material can be satisfactorily placed
3” (75 mm) to 4”(100 mm) specified
4.25” - 5” (105 mm - 125 mm) OK Tolerance
5.25” (130 mm) Substantial Compliance
5.50” - 5.75” (135 mm - 145 mm) OK if strength is satisfactory and placement
satisfactory
>5.75” (>145 mm) Pay 25% of unit bid price
2” - 2.75” (50 mm - 70 mm) OK if strength is satisfactory and placement
satisfactory
2. Air Content Out of Compliance (See MnDOT Specification 2461.4A4b)
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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:
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 BITUMINOUS TRAIL/PATHWAY
Bituminous trail/pathway shall be constructed in accordance with Standard Detail Plate 5216.
4.08 ELECTRIC LIGHTING SYSTEMS (STREET LIGHTING)
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.
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 & Q0
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)
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.
5. 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.
4.11 STREET SIGNS AND POSTS
A. Signs and 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
Post:
1. 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.
3. Post installation shall be composed of two 7-foot lengths. The upper section
shall weigh 3 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-A123.
Bracket: 12” flat blade, heavy-duty bracket assembly part nos. BA8A12 &
BA90F12 or approved equal by the engineer.
Signs: White lettering on dark brown background – Double-faced, DG3 Hi-
intensity on .08 aluminum. White E-450 border (white around bolt). E-450
size radius corner, punch and notch for E-450. First letter of each word
upper case with bottom justification. See chart below for lettering sizes.
Nine inch (9") by 36” or 42” wide plates used.
B. Private streets signs shall be the same as above, except lettering to be white on blue
background.
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Initial
Upper-Case Lower Case
Overhead All Types All Speed Limits 12 inches 9 inches
Post-Mounted Multi-lane More than 40 mph 8 inches 6 inches
Post-Mounted Multi-lane 40 mph or less 6 inches 4.5 inches
Post-Mounted 2-lane All Speed Limits 6 inches* 4.5 inches*
Recommended Minimum Letter
Height
Type of
Mounting
Type of Street
or Highway Speed Limit
*On local two-lane streets with speed limits of 25 mph or less, 4-inch initial upper-case letters with
3-inch lower-case letters may be used.
C. Supplementary lettering to indicate the types of streets (such as Street, Avenue, or Road) or
the section of the city (such as NW) on the D3-1 and D3-1a signs may be in smaller
lettering, composed of initial upper-case letters at least 3 inches in height and lower-case
letters at least 2.25 inches in height.
4.12 PROTECTION AND RESTORATION OF VEGETATION (2572)
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.
The BMPs shown on the plans are the minimum requirements for the anticipated site conditions.
As construction progresses and unexpected or seasonal conditions dictate, the contractor shall
anticipate that more BMPs will be necessary to ensure erosion and sediment control on the site.
During the course of construction it is the responsibility of the contractor to address any new
conditions that may be created by construction activities and/or climatic events and to provide
additional BMPs over and above the minimum requirements shown on the plans that may be
needed to provide effective protection of soil and water resources.
4.14 TURF ESTABLISHMENT (2575)
All turf establishment shall be in accordance with Section 2575 of the current Minnesota
Department of Transportation Standard Specification and the current MnDOT Seeding Manual,
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except as modified or altered below.
The BMPs shown on the plans are the minimum requirements for the anticipated site conditions.
As construction progresses and unexpected or seasonal conditions dictate, the contractor shall
anticipate that more BMPs will be necessary to ensure erosion and sediment control on the site.
During the course of construction it is the responsibility of the contractor to address any new
conditions that may be created by construction activities and/or climatic events and to provide
additional BMPs over and above the minimum requirements shown on the plans that may be
needed to provide effective protection of soil and water resources.
A Sodding
1. 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.
5. 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.
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
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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. Unless otherwise noted, seed mixture 25-141 shall be used in all rural seeding operations as
determined by the Engineer and seed mixture 25-151 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. In the absence of soil analysis, fertilizer, analysis 22-5-10, shall be applied to all seed areas
at the rate of 350 lbs/acre unless otherwise noted.
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 1½ 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.
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
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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 State seed mixtures and rate of application shall be used per
the plan:
i. 25-151 at 120 PLS lbs./acre.
ii. 25-141 at 59 PLS lbs./acre.
iii. 34-262 at 145 PLS lbs./acre.
iv. 32-241 at 38 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.
c. Fertilizer shall be a 10-10-10 commercial grade, applied at a rate of 300 lbs./acre,
or shall be based upon a soil test.
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.
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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 Rodeo™, C-2, 4-D and Accord™ shall be used within 50 feet of streams,
wetlands and ponds.
D Topsoil
Topsoil used for sodding and seeding areas shall be in accordance with Section 3877 of the current
Minnesota Department of Transportation Standard Specification.
E 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
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.
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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)
A1.1 Scope
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:
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 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:
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1. The minimum compressive strength requirements shall be 38 Mpa (5500 psi) for any
individual unit and 40Mpa (5800 psi) for the average of 3 units.
2. 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:
a. The weight loss of each of five test specimens at the conclusion of 90 cycles shall
not exceed 1% of its initial weight; or:
b. 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 5th 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 5th 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 (b1) and (c1) 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 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
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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:
1. Compressive strength (average of 3 units)
2. 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
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.asp.
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.
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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)
B1.1 Description
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.
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.
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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
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.
95
G Backfill and Compaction
Shall be in accordance with the manufacturer’s recommendations and commence immediately
after placement of the first course.
B1.4 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.
B1.5 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
C1.1 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/pavement/concrete/products.asp .
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.
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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.
4.19 PEDESTRIAN CURB RAMPS
Pedestrian curb ramps shall be constructed in accordance with MnDOT Standard Plate No.
5-297-250. Detectable warnings shall contrast visually with the adjacent gutter, roadway or
walkway and be gray in color.
i
2017
SANITARY AND STORM SEWER SPECIFICATIONS
TABLE OF CONTENTS
Page
SECTION 1.00 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
1.06 Reference Requirements ........................................................................................... 1
SECTION 2.00 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 ...................................................................................... 4
2.11 Manhole and Catch Basin - Frames and Covers ....................................................... 5
2.12 Manhole Steps ........................................................................................................... 5
2.13 Mortar ....................................................................................................................... 6
2.14 Infiltration Barrier ..................................................................................................... 6
2.14a Conetop Infiltration ........................................................................................6
2.14b Manhole Joint Wrap .......................................................................................6
2.15 Pre-cast Segmental Block ......................................................................................... 7
2.16 Concrete .................................................................................................................... 7
2.17 Steel Reinforcing Bars .............................................................................................. 7
2.18 Soil Materials ............................................................................................................ 7
2.18a Normal "Fill Material" ................................................................................. 7
2.18b Select Granular Material .............................................................................. 7
2.18c Granular Borrow Fill Material ..................................................................... 7
2.18d Class 5 Aggregate ........................................................................................ 7
ii
2.18e Crushed Rock ............................................................................................... 8
2.18f Pit Run Gravel .............................................................................................. 8
2.18g Coarse Filter Aggregate ............................................................................... 8
2.18h Rock Stabilization ........................................................................................ 8
2.18i Lightweight Aggregate.................................................................................. 8
2.19 Subsurface Draintile ....................................................................................................8
SECTION 3.00 INSPECTION AND TESTING OF MATERIALS ................................... 10
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
iii
7.13 Railroad and Highway Crossings ............................................................................. 17
SECTION 8.00 LAYING OF PIPE .......................................................................................... 18
8.01 Trench Preparation ................................................................................................... 18
8.02 Type, Size and Class of Pipe .................................................................................... 18
8.03 Class of Bedding ...................................................................................................... 18
8.04 Cleaning Pipe ........................................................................................................... 18
8.05 Laying Pipe .............................................................................................................. 18
8.06 Grade Control ........................................................................................................... 18
SECTION 9.00 PIPE JOINTING ............................................................................................. 19
9.01 General ..................................................................................................................... 19
9.02 Pipe Joints .................................................................................................................19
SECTION 10.00 HOUSE CONNECTIONS, WYES .............................................................. 20
10.01 General ................................................................................................................... 20
10.02 Record and Location of Service Connections ........................................................ 20
SECTION 11.00 SANITARY SEWER LEAKAGE TESTING ............................................ 21
11.01 General ................................................................................................................... 21
11.02 Sanitary Sewer Leakage Testing ............................................................................ 21
11.03 Air Test Method ..................................................................................................... 21
11.04 Hydrostatic Test Method ........................................................................................ 22
11.05 Deflection Test ....................................................................................................... 23
11.06 Test Failure and Remedy ....................................................................................... 23
SECTION 12.00 SETTING MANHOLES AND CATCH BASINS ...................................... 24
12.01 General ................................................................................................................... 24
12.02 Location ................................................................................................................. 24
12.03 Type of Construction ............................................................................................. 24
12.04 Construction Details............................................................................................... 24
12.05 Adjusting Rings and Blocks ................................................................................... 24
12.06 Waterproofing and Precast Section Joint Construction ......................................... 24
12.07 Lifting Holes .......................................................................................................... 24
12.08 Mahhole and Catch Basin Base ............................................................................. 24
12.09 Manhole Inside Drop Sections ............................................................................... 25
SECTION 13.00 BACKFILLING ............................................................................................ 26
13.01 General ................................................................................................................... 26
13.02 Backfill Procedure at Pipe Zone ............................................................................ 26
13.03 Backfill Procedure above the Pipe Zone ................................................................ 26
iv
13.03a Type I ....................................................................................................... 26
13.03b Type II ...................................................................................................... 27
13.04 Disposal of Excess Materials and Debris ............................................................... 27
13.05 Fill Material ........................................................................................................... 27
13.06 Density Tests .......................................................................................................... 27
13.07 Test & Proof Rolling .............................................................................................. 28
SECTION 14.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE .............. 29
14.01 Restoration of Surface ............................................................................................ 29
14.02 Dust Control During Construction ......................................................................... 29
14.03 Mailbox Restoration .............................................................................................. 29
14.04 Maintenance of Streets Until Surfaced .................................................................. 29
14.05 Cleaning Up ........................................................................................................... 29
14.06 Guarantee ............................................................................................................... 29
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 ........................................................................................................... 32
16.04 Obstructions ........................................................................................................... 32
16.05 Silt Removal .......................................................................................................... 32
SECTION 17.00 RIPRAP AND EROSION CONTROL MATERIALS .............................. 34
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 .................................................................... 34
17.03 Random Riprap ...................................................................................................... 34
17.04 Hand Placed Riprap ............................................................................................... 34
17.05 Grouted Riprap ....................................................................................................... 34
17.06 Erosion Control ...................................................................................................... 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
v
18.04 Air Relief Manhole ................................................................................................ 37
18.05 Pipe Installation ..................................................................................................... 37
18.06 Laying Pipe ............................................................................................................ 38
18.07 Testing Forcemains ................................................................................................ 38
SECTION 19.00 TELEVISION INSPECTION ...................................................................... 40
19.01 Television Equipment ............................................................................................ 40
19.02 Television Inspection Procedures .......................................................................... 40
19.03 Documentation of the Television Results .............................................................. 41
SECTION 20.00 METHOD OF PAYMENT ........................................................................... 43
20.01 Sewer Pipe ............................................................................................................. 43
20.02 Ductile Iron Pipe in Lieu of Other Sewer Pipe ....................................................... 43
20.03 Manholes ................................................................................................................ 43
20.03a. Drop Section for Drop Manholes ............................................................ 43
20.04 Wyes, Tees and Special Fittings ............................................................................ 43
20.05 Catch Basins ........................................................................................................... 44
20.06 Flared End Sections in Place .................................................................................. 44
20.07 Piling ...................................................................................................................... 44
20.08 Foundation Material ............................................................................................... 44
20.09 Special Sections ..................................................................................................... 44
20.10 Piling Foundation for Manholes ............................................................................ 44
20.11 Sheeting Ordered in Place ...................................................................................... 44
20.12 Jacking ................................................................................................................... 45
20.13 Incidental Items ...................................................................................................... 45
20.14 Television Inspection ............................................................................................. 45
20.15 Subsurface Draintile .................................................................................................45
SECTION 21.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE ....... 46
21.01 General ................................................................................................................... 46
21.02 Governing Standard ............................................................................................... 46
21.03 Submittals .............................................................................................................. 47
21.04 Protection of Underground Facilities ..................................................................... 47
21.05 Permits and Approvals ........................................................................................... 47
21.06 Quality Assurance .................................................................................................. 48
21.07 Design .................................................................................................................... 48
21.08 Materials ................................................................................................................ 48
21.09 Tracer Wire ............................................................................................................ 48
21.10 Access .................................................................................................................... 53
21.11 Installation .............................................................................................................. 53
21.12 Reaming and Pull Back .......................................................................................... 55
21.13 Drilling Fluids ........................................................................................................ 55
21.14 Field Quality Control ............................................................................................. 56
1
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
project's 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.
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, 2016 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, 2013 Edition, and all subsequent amendments shall apply.
2
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 16B.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 7½° pipe bends with a 4'-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. 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 III, Class C, Category 5,
Grade P-34 as defined in ASTM D1248 with an established hydrostatic design basis (HDB)
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.
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2.04 CORRUGATED METAL PIPE (CMP)
There will be no corrugated metal pipe allowed within City or public right-of-way, or MS4.
2.05 PIPE FITTINGS
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 60-42-10 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.
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 C900
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:
Nominal
Casing Size
Outside Diameter
(Inches)
Minimum Shell
Thickness
(Inches)
12 12-3/4 0.250
14 14 0.282
16 16 0.282
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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.
2.09B Corrugated Metal Pipe. Corrugated metal pipe joints shall employ coupling bands as per
MnDOT Specification 3226.
2.09C High Density Polyethylene (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.
2.10 MANHOLES AND CATCH BASINS
Manholes and catch basins shall be constructed using precast sections conforming to ASTM
Specification C-478. Manhole section joints shall be Type R-4.
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
flexible connection shall be an interface boot as manufactured by Elk River Concrete, or
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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.
When approve by the engineer and 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 exterior of all block manholes shall be plastered with one half inch
(1/2”) mortar.
2.11 MANHOLE AND CATCH BASIN - FRAMES AND COVERS
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 AA-1-652, ASTM A48-56, AASHO M105-49 and ASA 6.25101948.
The standard manhole casting shall be Neenah #R-1642 with "self-sealing" lids and two concealed
pick holes as shown on standard plate #2111, or approved equal.
All castings shall be adjusted in accordance with standard detail plate #2110 prior to acceptance by
the City of any utilities on the project.
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.
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
Manhole step shall only be installed in storm sewer structures. 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.
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Plastic. Copolymer Polypropylene plastic manhole steps (PSI-PF) may be used or equal.
2.13 MORTAR
Mortar shall be Spec Mix Masonry Cement and Sand Mortar Type M, or approved equal. The
mortar shall be mixed to the manufacturer’s specifications.
2.14 INFILTRATION BARRIERS
2.14A Conetop Infiltration. An internal infiltration barrier preapproved by the engineer 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.
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 no more than 24” tall by ¼” thick wall and cut to
fit on site.
2.14B Manhole Joint Wrap. All sanitary manholes and only storm manholes directed by the
engineer shall have joints 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.
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 off set from edge 1/4”
EPDM Rubber E70-6614-4B Color Black
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
7
Heat Aging D573 70 Hrs. @ 70 degrees C
Change in hardness (Durometer) 65 (+4 pts)
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 D2137 -40 degrees C Pass
Material: Rubber meets ASTM C923 / Mastic meets ASTM C990
All costs for furnishing and installing barriers shall be included in the unit price bid for storm or
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 (½") of mortar.
2.16 CONCRETE
Concrete to be used shall be MnDOT 3A42 Mix Design, or approved equal.
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 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 ¾” sieve and maximum of 10% passing a #200 sieve);
2.18C Granular Borrow Fill Material. MnDOT Specification 3149 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 ¾” 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.
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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
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
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.
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 of which
100% passes a one-inch (1”) 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. To prevent infiltration into the perforated pipe, the trench shall be wrapped
with geotextile, MnDOT 3733, Type I. Trench backfill shall be Coarse Filter Aggregate, MnDOT
3149.
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 PVC 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.
9
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.
10
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,
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
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
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
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
No deviation shall be made from the required line or grade except with the written consent of the
engineer.
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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.
14
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. This dewatering must be approved by the
engineer prior to dewatering activities.
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
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 as shown on standard plate #2203. 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.
15
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.
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 as shown on standard plate #2203. 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 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 (1') 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.
18
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. The
batter board method will not be allowed.
19
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.
20
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 Fernco 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 steel t-post vertically to
two feet (2') above the ground surface in accordance with Detail Plate 2001. 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 and extend three feet (3') to four feet (4') above the ground surface.
The t-post shall extend from the invert of the service stub to two feet (2') above the ground surface.
21
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.
22
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
21 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
23
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
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.
24
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 adjusting rings shall be provided between the
cast iron cover frame and the top concrete manhole section. The rings shall be adjusted per Detail
Plate No. 2110.
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.
12.08 MANHOLE AND CATCH BASIN 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.
25
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 INSIDE DROP SECTIONS
Manhole drop sections shall be constructed where shown on the plans according to the detail
drawings. Inside drop sections are required if pipe inverts differential is greater than 20”.
26
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 I. 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 ± 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
27
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.
Any settlements 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.
13.03B Type II. 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.
28
13.07 TEST & PROOF ROLLING
Test and proof 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.
29
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 unless
specified by the engineer.
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.
30
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.
31
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.
32
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
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
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
33
method of compensation, if the same is agreed upon by the contractor, engineer, and representative
of the owner.
34
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
17.03 RANDOM RIPRAP
This work shall conform to MnDOT Specification 2511.
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.
35
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.
The BMPs shown on the plans are the minimum requirements for the anticipated site conditions.
As construction progresses and unexpected or seasonal conditions dictate, the contractor shall
anticipate that more BMPs will be necessary to ensure erosion and sediment control on the site.
During the course of construction it is the responsibility of the contractor to address any new
conditions that may be created by construction activities and/or climatic events and to provide
additional BMPs over and above the minimum requirements shown on the plans that may be
needed to provide effective protection of soil and water resources.
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.
36
SECTION 18.00 - FORCEMAIN
18.01 DUCTILE IRON PIPE
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 0.47" Class 50
48" Ductile Iron Pipe 0.51" 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 C111 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.
37
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 I, 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 (½")
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.
38
4 inch
6 inch
8 inch
10 inch
12 inch
14 inch
16 inch
18 inch
Mechanical
Joints
4º 25'
4º 25'
3º 51'
3º 42'
3º 08'
2º 39'
2º 21'
2º 07'
Slip Joint
5º
5º
5º
5º
5º
3º
3º
3º
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.
(b) Pressure Test. The pressure test shall be held at a hydrostatic pressure equal to twice 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
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has 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
Televising shall be performed on all newly constructed or repaired gravity sanitary sewer lines after
successful leak testing has been completed and accepted. Contractors and developers shall follow
all requirements for televising as outlined in current City specifications at the time of project.
19.01 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 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 color picture in high definition resolution. The percentage of pipe slope shall be
displayed on the screen and video relative to the camera’s location.
The camera will be mounted so as to center the lens for each pipe diameter to be investigated.
The camera will have measurement devices to accurately measure pipe diameters of both main
and service laterals as well as pipe defects.
The camera will be operative in 100% 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” 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 image shown on the
television monitor.
At the Contractor’s option, a push-type camera can be used to televise laterals.
19.02 TELEVISION INSPECTION PROCEDURES
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. The contractor will stop at each service or defect a minimum of 10 seconds and
using the pan and tilt of the camera fully view each service connection/defect. If, during the
inspection operation, the television camera will not pass through the entire manhole section, the
Contractor will reset their 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.
All lines shall be jetted and vacuumed so that all debris has been removed prior to televising.
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A small quantity of water is to be introduced into the line prior to televising. The 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.
A fan/vacuum shall be utilized if steam given off by the sanitary sewer affects the camera visibility.
Examine starting and ending doghouses for quality of mortar work.
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.
All outside drops shall be noted and visually examined looking down from the top.
Provide starting and ending manhole depths to the nearest 0.5'.
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.
In the event the section being televised has substantial flow entering the sewer between
manholes, such that inspection of the sewer is impaired, the Contractor will coordinate with the
Engineer to have such flow temporarily stopped and/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.
Accuracy of the measurement meters will be checked daily. 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 data view/monitor at all times.
19.03 DOCUMENTATION OF THE TELEVISION RESULTS
Television inspection logs will be typed in format acceptable to the City. Samples of the video
and inspection log and PACP certification shall be submitted prior to bid acceptance,
unacceptable submittals shall be rejected. Two written reports are required along with a brief
summary report of noted items in each segment recorded on the project at the front of the report
log. 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 embedded in the digital video recording will make
brief and informative comments on the sewer conditions at the time of recording.
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Color digital video recordings of the data on the television monitor will be made by the
Contractor. Two copies of each video, in certified PACP format, on a DVD data disk containing
all video, print reports and still photos will be provided to the City.
DVD recording playback will be the same speed that it was recorded.
Title and ownership of 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 and time of TV inspection.
c. Upstream and downstream manhole numbers.
d. Current distance along reach (distance counter footage).
e. Printed labels on DVD hard case and DVD disk with location
information, date, format information, and other descriptive information.
f. All televising data must match the GIS asset ID’s provided by the City.
2. Audio:
a. Date and time of TV inspection, operator name and name of adjacent
streets or descriptive narration of easement.
b. Verbal confirmation of upstream and downstream manhole numbers and
TV viewing direction in relation to direction 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 or easement, basin, manhole section, reference
manhole number, name of operator, inspector, and weather conditions.
7. Pipe diameter, pipe material, section length, and corresponding DVD
identification.
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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 DUCTILE IRON PIPE IN LIEU OF OTHER SEWER PIPE
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 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
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
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 per ton 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.
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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 trench and installation, cleanouts,
aggregate backfill, cap, fittings, compaction, connecting to catch basins/manholes, and all other
associated work.
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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
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.
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
21.03 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.
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.
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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
INTENTIONALLY LEFT BLANK
21.08 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.
21.09 TRACE WIRE
Materials
General
All trace wire and trace wire products shall be domestically manufactured in the USA.
All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA
standard for the specific utility being marked.
Trace Wire
• Open Trench – Trace wire shall be #12 AWG Copper Clad Steel, High Strength with
minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness.
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• Directional Drilling/Boring – Trace wire shall be #12 AWG Copper Clad Steel, Extra
High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation
thickness.
• Trace Wire – Pipe Bursting/Slip Lining – Trace wire shall be 7x7 Stranded Copper Clad
Steel, Extreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation
thickness.
Connectors
• All mainline trace wires must be interconnected in intersections, at mainline tees and
mainline crosses. At tees, the three wires shall be joined using a single 3-way lockable
connector. At crosses, the four wires shall be joined using a 4-way connector. Use of two,
3-way connectors with a short jumper wire between them is an acceptable alternative.
• Direct Bury Wire Connectors – Shall include 3-way lockable connectors and mainline to
lateral lug connectors specifically manufactured for use in underground trace wire
installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion,
and shall be installed in a manner so as to prevent any uninsulated wire exposure.
• Non-locking friction fit, twist on or taped connectors are prohibited.
Termination/Access
• All trace wire termination points must utilize an approved trace wire access box (grade
level/in-ground access box as applicable), specifically manufactured for this purpose.
• All grade level/in-ground boxes shall be appropriately identified with “sewer” or “water”
cast into the cap and be color coded.
• A minimum of two feet of excess/slack wire is required in all trace wire access boxes after
meeting final elevation.
• All trace wire access boxes must include a manually interruptible conductive/connective
link between the terminal(s) for the trace wire connection and the terminal for the grounding
anode wire connection.
• Grounding anode wire shall be connected to the identified (or bottom) terminal on all access
boxes.
• Service Laterals on Public Property – Trace wire must terminate at an approved grade
level/in-ground trace wire access box, located at the edge of the road right-of-way, and out
of the roadway.
• Service Laterals on Private Property – Trace wire must terminate at an approved above-
ground trace wire access box, affixed to the building exterior directly above where the
utility enters the building, at an elevation not greater than five vertical feet above finished
grade, or terminate at an approved grade level/in-ground trace wire access box, located
within two linear feet of the building being served by the utility.
• Hydrants – Trace wire must terminate at an approved grade level/in-ground trace wire
access box, properly affixed to the hydrant grade flange. (Affixing with tape or plastic ties
shall not be acceptable.)
• Long-Runs, In Excess of 500 Linear Feet Without Hydrants – Trace wire access must
be provided utilizing an approved grade level/in-ground trace wire access box, located at the
edge of the road right-of-way, and out of the roadway. The grade level/in-ground trace wire
50
access box shall be delineated using a minimum 48” polyethylene marker post, color coded
per APWA standard for the specific utility being marked.
Grounding
• Trace wire must be properly grounded at all dead ends/stubs.
• Grounding of trace wire shall be achieved by use of a drive-in magnesium grounding anode
rod with a minimum of 20 feet of #14 red HDPE insulated copper clad steel wire connected
to anode (minimum 0.5 lb.) specifically manufactured for this purpose, and buried at the
same elevation as the utility.
• When grounding the trace wire at dead ends/stubs, the grounding anode shall be installed in
a direction 180 degrees opposite of the trace wire, at the maximum possible distance.
• When grounding the trace wire in areas where the trace wire is continuous and neither the
mainline trace wire nor the grounding anode wire will be terminated at/above grade, install
grounding anode directly beneath and in line with the trace wire. Do not coil excess wire
from grounding anode. In this installation method, the grounding anode wire shall be
trimmed to an appropriate length before connecting to trace wire with a mainline to lateral
lug connector.
• Where the anode wire will be connected to a trace wire access box, a minimum of two feet
of excess/slack wire is required after meeting final elevation.
Installation
General
• Trace wire installation shall be performed in such a manner that allows proper access for
connection of line tracing equipment, property locating of wire without loss or deterioration
of low frequency (512Hz) signal for distances in excess of 1,000 linear feet, and without
distortion of signal caused by multiple wires being installed in close proximity to one
another.
• Trace wire systems must be installed as a single continuous wire, except where using
approved connectors. No looping or coiling of wire is allowed.
• Any damage occurring during installation of the trace wire must be immediately repaired by
removing the damaged wire and installing a new section of wire with approved connectors.
Taping and/or spray coating shall not be allowed.
• Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five
foot intervals.
• Trace wire must be properly grounded as specified.
• Trace wire on all service laterals/stubs must terminate at an approved trace wire access box
located directly above the utility, at the edge of the road right-of-way, but out of the
roadway. (See Trace Wire Termination/Access.)
• At all mainline dead-ends, trace wire shall go to ground using an approved connection to a
drive-in magnesium grounding anode rod, buried at the same depth as the trace wire. (See
Grounding.)
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• Mainline trace wire shall not be connected to existing conductive pipes. Treat as a mainline
dead-end ground using an approved waterproof connection to a grounding anode buried at
the same depth as the trace wire.
• In occurrences where an existing trace wire is encountered on an existing utility that is being
extended or tied into, the new trace wire and existing trace wire shall be connected using
approved splice connectors, and shall be properly grounded at the splice location as
specified.
Sanitary Sewer System
• A mainline trace wire must be installed with directionally bored sewer lines with all service
lateral trace wires properly connected to the drive-in magnesium grounding anode rod
driven in at the “Y”.
• Lay mainline trace wire continuously, by-passing around the outside of manholes/structures
on the north and east side.
• Trace wire on all sanitary service laterals must terminate at an approved trace wire access
box color coded green and located directly above the service lateral at the edge of road
right-of-way.
Water System
• A mainline trace wire must be installed, with all service lateral trace wires properly
connected to the drive in at the “Y” and driven in at saddle connection point.
• Lay mainline trace wire continuously, by-passing around the outside of valves and fittings
on the north and east side.
• Trace wire on all water service laterals must terminate at an approved trace wire access box
color coded blue and located directly above the service lateral at the edge of road right-of-
way.
• Grade level/in-ground trace wire access boxes will be installed on all fire hydrants.
• All conductive and non-conductive service lines shall include trace wire.
Storm Sewer System
• All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 and
5233.
Prohibited Products and Methods
The following products and methods shall not be allowed or acceptable:
• Uninsulated trace wire.
• Trace wire insulations other than HDPE.
• Trace wires not domestically manufactured.
• Non-locking, friction fit, twist-on or taped connectors.
• Brass or copper ground rods.
• Wire connections utilizing taping or spray-on waterproofing.
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• Looped wire or continuous wire installations that have multiple wires laid side-by-side or in
close proximity to one another.
• Trace wire wrapped around the corresponding utility.
• Brass fittings with trace wire connection lugs.
• Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc.
• Connecting trace wire to existing conductive utilities.
Testing
All new trace wire installations shall be located using typical low frequency (512Hz) line tracing
equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to
acceptance of ownership.
This verification shall be performed upon completion of rough grading and again prior to final
acceptance of the project.
Continuity testing in lieu of actual line tracing shall be not accepted.
Products
The following products have been deemed acceptable and appropriate. These products are a guide
only to help in choosing the correct applications for a trace wire project.
• Copper Clad Steel (CCS) Trace Wire
o Open Trench – Copperhead #12 High Strength Part #1230-HS
o Directional Drilling/Boring – Copperhead Extra High Strength Park #1245*EHS
o Pipe Bursting/Slip Lining – Copperhead SoloShot Extreme Strength 7x7 Stranded
Part #PBX-50
• Connectors
o Copperhead 3-way Locking Connector Part #LSC1230*
o DryConn 3-way Direct Bury Lug: Copperhead Part #3WB-01
• Termination/Access
o Fire Hydrant and Non-Roadway access box applications: Trace wire access boxes
grade level Copperhead adjustable lite duty Part #LD14*TP
o Concrete/Driveway access box applications: Trace wire access boxes grade level
Copperhead Part #CD14*TP 14”.
• Grounding
o Drive-in Magnesium Anode: Copperhead Part #ANO-1005 (1.5 lbs.)
Manufacturers Product Options
The information provided by Copperhead Industries gives project options to help in choosing the
correct wire, termination/access points, connectors and grounding products. Other manufacturers
provide these products as well. This information is only a guide.
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21.10 ACCESS
The contractor shall work within the designated Right of Way. Access to the work site shall be
acceptable to all governing agencies.
21.11 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.
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
54
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 400o 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.
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
55
not encased in concrete, shall be protected from corrosion. The first coat shall be dry and hard
before the second coat is applied.
21.12 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.
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
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.
21.13 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.
56
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.
21.14 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.
i
2017
LANDSCAPE SPECIFICATIONS
TABLE OF CONTENTS
Page
1.00 DESCRIPTION (2571.1) ......................................................................................................1
2.00 MATERIALS (2571.2) ..........................................................................................................2
3.00 CONSTRUCTION REQUIREMENTS (2571.3) ...............................................................8
4.00 METHOD OF MEASUREMENT (2571.4) ......................................................................24
5.00 BASIS OF PAYMENT .......................................................................................................25
1
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.
2
SECTION 2.00 - MATERIALS (2571.2)
A Nursery Plant Stock ............................................................ ANSI Z60.1; MnDOT - 3861
Plants of the species specified shall be furnished in the variety, grade, and size, or age indicated.
A1 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 651-296-8388.
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
3
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.
A4 Plant Stock Specifications
a) All plant stock shall conform to American Standard for Nursery Stock.
b) A minimum of three structural roots reasonably distributed around the trunk shall be
found in each plant. Plants with structural roots on only one side of the trunk (J roots)
shall be rejected.
c) The root crown must not be more than 2” below the soil line. The top two structural roots
shall be no more than 3” below the soil line when measured 4” radial to the trunk. The
top of the other structural root shall be no greater than 5” below the soil line when
measured 4” radial to the trunk. The grower may request a modification to this
requirement for species with roots that rapidly descend, provided that the grower removes
all circling roots above the structural roots across the top of the structural roots.
d) The root system shall be reasonably free of root defects including potentially stem-
girdling roots above the root collar and main structural roots, vertical roots, and/or kinked
roots from nursery production practices, including roots on the interior of the root ball.
e) Container-grown plants, in addition to the above requirement, should comply with the
following:
1. Container-grown plants may be permitted only when indicated on the drawing or
this specification.
2. Container-grown stock shall have been grown in a container long enough for the
root system to have developed sufficiently to hold its potting medium together but
not so long as to have developed roots that are matted or circling around the edge
or interior of the main root mass. Plants shall have been root pruned at each
change in container size.
3. Plants that fail to meet any of the above requirements shall be modified to correct
deficiencies if approved by the Engineer. Modification shall include the
following:
4
i. Shaving all circling roots on the exterior of the root mass deep enough so
that all cut roots’ ends are roughly radial to the trunk.
ii. Removal of all roots above the top of the main structural roots and trunk
flare including any roots that are imprints from previous smaller
containers.
iii. The above modifications shall not be cause to alter the warranty provisions
of this specification.
f) The center of the trunk(s) or stem(s) of the plant shall be in the center of the root ball. A
tolerance of 10% of the diameter of the root ball is the maximum deviation allowable.
For example: For a plant with a 30” root ball, the center of the plant at ground level shall
be within a 3” circle 13½” from the outer edge of the ball.
g) Measurement:
Depth of the root ball is measured from the top of the ball, which in all cases shall begin
at the root flare. Soil above the root flare, from being deeply planted in the nursery as a
young plant, as a result of maintenance practices in the nursery, or added during harvest,
shall not be included in ball depth measurement, and should be removed.
Ball depths will carry the following ratios:
Root balls with diameters less than 20”: Depth not less than 65% of the diameter of the
ball.
Root balls with diameters of 20” and up: Depth not less than 60% of the diameter of the
ball.
h) Plants shall be true to species and variety specified and nursery grown in accordance with
good horticultural practices under climatic conditions similar to those in the locality of
the project for at least two years. They shall have been freshly dug (during the most
recent favorable harvest season).
i) Plants shall be so trained in development and appearance as to be unquestionably superior
in form, compactness, and symmetry. They shall be sound, healthy, vigorous, well
branched and densely foliated when in leaf, and free of disease and insect adults eggs,
pupae or larvae. They shall have healthy, well-developed root systems and shall be free
from physical damage or other conditions that would prevent thriving growth.
j) Trees with multiple leaders, unless specified, will be rejected. Trees with a damaged, cut,
or crooked leader, included bark, abrasion of bark, sunscald, disfiguring knots, insect
damage, mold, prematurely opened buds, or cuts of limbs over ¾” (2 cm) diameter that
are not completely callused are cause for rejection.
5
k) Balled and burlapped plants shall be dug with solid balls of standard size, the balls
securely wrapped with non-synthetic, untreated, biodegradable burlap, and tightly bound
with non-synthetic, biodegradable rope or twine. Alternatively they may be placed in a
wire basket lined with non-synthetic, untreated, biodegradable burlap and tightly bound
with non-synthetic, biodegradable rope or twine. Root collar shall be apparent at surface
of ball. Bare root plants shall have a healthy, well branched root system characteristic of
the species and with adequate spread.
l) Plants shall conform to the measurements specified, except that plants larger than those
specified may be used if approved by the purchaser. Use of larger plants shall not
increase the contract price nor allow the contractor to use smaller than specified material
on other plants. If larger plants are approved, the root ball, root spread, or container shall
be increased in proportion to the size of the plant.
k) Caliper measurements shall be taken on the trunk 6” (15 cm) above the root collar for
trees up to 4” (10 cm) in caliper, and 12” (30 cm) above the root collar for trees over 4”
(10 cm) in caliper. Height and spread dimensions specified refer to the main body of the
plant and not from branch tip to branch tip. Plants shall be measured when branches are
in their normal position. If a range of size is given, no plant shall be less than the
minimum size, and no less than 50% of the plants shall be as large as the maximum size
specified. Plants that meet measurements but do not possess a normal balance between
height and spread shall be rejected.
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
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.
C1a Select Topsoil Borrow ................................................................................. MnDOT - 3877
C1b Agricultural Lime ......................................................................................... MnDOT - 3879
C1c Blank
C1d Peat Moss ..................................................................................................... MnDOT - 3880
C1e Fertilizer ....................................................................................................... MnDOT - 3881
C1f Compost ....................................................................................................... MnDOT - 3890
C1g Iron Sulfate
6
Iron sulfate, used to lower pH, shall be ferric sulfate or ferrous sulfate in pellet or granular form
containing not less than 18.5% iron expressed as metallic iron. Acceptance will be on the basis
of information contained on the product label.
C1h 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.
C1i Blank
C1j 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.
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.
C3 Mulch, Type 6 .............................................................................................. MnDOT - 3882
C4 Rodent Protection
Rodent protection consists of .25” (6 mm) grid welded and galvanized wire mesh (hardware
cloth) formed in a double layered 15” (375 mm) diameter cylinder. The Contractor shall place
and secure the rodent protection with a 1 by 1 ” (25 by 25 mm) heartwood white oak stake to the
height shown in the plan.
C5 Wound Dressing
Wound Dressing material consists of latex base paint or other acceptable material suitable for
application by brushing on bruised or cut surfaces of plants, only when directed by the Engineer.
All elms and oaks wounded during April-June will require immediate wound dressing.
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.
7
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% 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
and diameter as shown in the plan. The Contractor shall install the shelters with 1 by 1” (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.
C10 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.
8
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.
A1 Definitions
A1a Preparatory Work
Preparatory work involves:
a) Securing commitments for the required materials and equipment.
b) Developing a progress schedule and obtaining the Engineer’s approval.
c) Mobilizing for plant installation, including the moving of equipment and supplies to the
project site.
d) 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.
A1b Preparation of Planting Holes and Beds
The preparation of planting holes and beds involves:
9
a) Layout staking of planting beds and isolated plant locations.
b) Applying herbicide and conducting other weed control procedures.
c) Cultivating the soil and incorporating amendments or materials to improve soil properties
and drainage.
d) Providing temporary erosion control measures.
A1c Initial Planting Operations
The initial planting operations involve acceptably:
a) Digging planting holes.
b) Installing plants.
c) Conducting initial watering.
d) Mulching.
e) Protecting plants: including placing rodent guards, staking and guying plants, painting
trees, installing seedling tree shelters, and conducting continuous weed control.
f) Cleaning up the planting site.
g) 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.
A1d Blank
A1e Plant Establishment Period
The plant establishment period is two 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
10
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 feet (30’) from any other tree for shade trees, twenty-five (25) feet from any
other tree for ornamentals.
- One foot (1’) from property line or right-of-way line.
- Fifteen feet (15’) 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 three 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.
11
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.
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.
B1 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.
B1a 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% 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” (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.
12
B1b Cultivate - Fallow - Disk Method
After mowing the planting area to a maximum height of 2” (50 mm), the Contractor may:
1) Deep cultivate the planting areas to a minimum depth of 10” (250 mm) in late summer or
early fall.
2) Disk or till the planting areas to a depth of 3” (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” (250 mm), as measured from the finished grade elevation of the
soil.
3) Thoroughly incorporate and mix the required soil amendments into the top 10” (250 mm)
depth of soil.
4) Loosen planting areas until compaction tester readings are less than 200 pounds per
square inch (1400kPa).
B2b Planting Soil
Planting soil for planting holes and beds shall consist of 2” (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” (250 mm). This mixture shall be excavated when planting holes are dug and then
replaced as backfill for all planting holes.
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.
13
B2e 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.
B2f 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.
14
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.
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 required.
15
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” (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
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.
16
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” (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” (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.
17
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.
l) 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.
18
b) Prevent tangled or turned up root ends (J-root).
c) Set the root collar of each seedling within .5” (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 five 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.
I Blank
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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
In plant establishment work except for seedlings, the Contractor shall:
a) 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.
b) 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.
c) Apply insecticides, fungicides, and other cultural procedures, as necessary, to maintain
healthy, vigorous plants free from harmful insects, fungus and disease.
d) Furnish and install replacement plants and remove dead plants, as needed, with new
mulch, planting soil, and other incidental items.
e) Maintain the plants in a plumb condition at the appropriate planting depth.
f) Maintain all planting areas in a weed-free condition by continuously removing all weed
growth in the mulched planting areas as necessary.
1. Remove all weed growth in the mulched areas.
2. 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% glyphosate as the active ingredient may be applied, with a
surfactant, on a spot treatment basis only, with a brush or wick applicator, if
21
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.
3. Disposing of weeds in a satisfactory manner.
g) Perform other plant establishment operations consistent with proper care of the plants.
M2b Seedlings
In plant establishment work for seedlings, the Contractor shall:
a) Repair, adjust, or replace seedling tree shelters as necessary.
b) Furnish and install replacement seedlings (one time only after 1 year as necessary with
one initial watering).
c) 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
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.
c) Repair or replace all damage caused by the Contractor’s operations.
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.
22
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.
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.
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
23
work that must be performed prior to acceptance. Dead or defective plants shall be removed
where so ordered.
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.
24
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.
25
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% of the contract unit price will be paid in partial
payment amounts for satisfactory completion of the following work:
A1 Preparatory Work
Up to but not exceeding 10% of the contract amount for the plants to be planted.
A2 Preparation of Planting Holes and Beds
Up to but not exceeding 20% of the contract amount for the plants to be planted in each project
area.
A3 Initial Planting Operation
Up to but not exceeding 50% 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% 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.
26
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% 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:
REDUCED PAYMENT SCHEDULE
Condition of Acceptance Total Payment Percentage
The plant is acceptable at final inspection but
existing vegetation was not protected.
Payment to the extent the Engineer determines
acceptable to compensate for damages.
The plant is acceptable at final inspection but the
preparation of the planting hole or bed or the initial
planting operation was unacceptable.
50%
The plant is acceptable at final inspection but the
Contractor is not currently in compliance with all
plant establishment work requirements or the plant
has not received the minimum of 1 year for
replacements only
50%
27
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
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.
35%
The plant is not acceptable at final inspection and
the Contractor has not been in general compliance
continuously with the plant establishment
requirements.
0%
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.
i
2017
WATER MAIN 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 ............................................................................................................. 1
1.06 Reference Requirements ............................................................................................... 1
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 Trace Wire........................................................................................................................ 5
2.06 Resilient Wedge Gate Valves (4” to 18” in diameter) .................................................... 9
2.07 Butterfly Valves ............................................................................................................. 10
2.08 Valve Boxes ................................................................................................................... 10
2.09 Valve Box Adapters ....................................................................................................... 10
2.10 Hydrants ........................................................................................................................ 10
2.11 Corporation Stops D.I.P. ............................................................................................... 13
2.12 Curb Stop and Box......................................................................................................... 13
2.13 Copper Tubing ............................................................................................................... 13
2.14 Service Saddles .............................................................................................................. 14
2.15 Retainer Glands .............................................................................................................. 14
2.16 Mechanical Joint Restraints ........................................................................................... 14
2.17 Electrical Conductivity Materials .................................................................................. 14
2.18 Air Relief Manholes ...................................................................................................... 14
2.19 Air Relief Valves ........................................................................................................... 15
2.20 Concrete ......................................................................................................................... 15
2.21 Soil Materials ................................................................................................................. 15
2.21a Normal “Fill Material” .................................................................................... 15
2.21b Crushed Rock .................................................................................................. 15
2.22 Insulation ........................................................................................................................ 16
ii
3.00 INSPECTION AND TESTING OF MATERIALS ............................................................ 17
3.01 Shop Inspections and Testing ....................................................................................... 17
3.02 Field Inspection and Testing ......................................................................................... 17
3.03 Disposition of Defective Material ................................................................................ 17
3.04 Concrete Test Cylinders................................................................................................ 17
4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ........................................... 18
4.01 Material Furnished by Contractor ................................................................................. 18
4.02 Material Furnished by the Owner ................................................................................. 18
4.03 Replacement of Damaged Material .............................................................................. 18
4.04 Responsibility for Safe Storage .................................................................................... 18
5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE ................................................ 19
5.01 Material Handling ......................................................................................................... 19
5.02 Pipe Alignment and Grades .......................................................................................... 19
5.03 Deviation with Engineer's Consent .............................................................................. 20
5.04 Deviations Occasioned by Other Utility Structures ..................................................... 20
6.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE ............................... 21
6.01 General ..................................................................................................................... 21
6.02 Governing Standard ................................................................................................. 21
6.03 Submittals ................................................................................................................ 22
6.04 Protection of Underground Facilities ....................................................................... 22
6.05 Permits and Approvals ............................................................................................. 23
6.06 Quality Assurance .................................................................................................... 23
6.07 Materials .................................................................................................................. 23
6.08 Access ...................................................................................................................... 28
6.09 Installation ................................................................................................................ 28
6.10 Reaming and Pull Back ............................................................................................ 30
6.11 Drilling Fluids .......................................................................................................... 31
6.12 Field Quality Control ............................................................................................... 31
7.00 EXCAVATION AND TRENCH PREPARATION ............................................................ 33
7.01 General .......................................................................................................................... 33
7.02 Trench Width and Description ..................................................................................... 33
7.03 Pipe Bedding .................................................................................................................. 34
7.04 Pipe Foundation in Poor Soil ........................................................................................ 34
7.05 Pipe Clearance in Rock ................................................................................................. 34
7.06 Braced and Sheeted Trenches ....................................................................................... 34
7.07 Piling of Excavated Material ........................................................................................ 35
iii
7.08 Barricades, Guards and Safety Provisions.................................................................... 35
7.09 Traffic and Utility Controls .......................................................................................... 35
7.10 Private Property Protection ........................................................................................... 35
7.11 Tunneling, Jacking, Boring or Excavation Other Than Open Trench ......................... 35
7.12 Railroad and Highway Crossings ................................................................................. 35
7.13 Interruption of Water Service ....................................................................................... 36
8.00 PIPE LAYING ......................................................................................................................... 37
8.01 Installation of Water Main and Appurtenances............................................................ 37
8.02 Laying of Pipe and Fittings ........................................................................................... 37
8.03 Jointing of Pipe and Fittings ......................................................................................... 37
8.04 Setting Hydrants ............................................................................................................ 38
8.05 Conductivity ................................................................................................................... 38
8.06 Sewer Crossings ............................................................................................................ 38
8.07 Valves, Boxes, Manholes, Vaults and Fittings ............................................................. 39
8.08 Building Services .......................................................................................................... 39
9.00 BACKFILLING ...................................................................................................................... 40
9.01 General .......................................................................................................................... 40
9.02 Backfill Procedure at Pipe Zone ................................................................................... 40
9.03 Backfill Procedure Above the Pipe Zone ...................................................................... 40
9.04 Disposal of Excess Materials and Debris ..................................................................... 41
9.05 Fill Material................................................................................................................... 41
9.06 Density Tests ................................................................................................................. 41
10.00 TESTING AND DISINFECTING MAINS ........................................................................ 42
10.01 Pressure Testing .......................................................................................................... 42
10.02 Disinfecting Mains and Temporary Water Services .................................................. 43
10.03 Electrical Conductivity Test ....................................................................................... 43
10.04 Trace Wire Test - PVC Water Main ........................................................................... 43
11.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE ..................................... 48
11.01 Restoration of Surface ................................................................................................. 48
11.02 Dust Control During Construction .............................................................................. 48
11.03 Mailbox Restoration .................................................................................................... 48
11.04 Maintenance of Streets Until Surfaced ........................................................................ 48
11.05 Clean Up ...................................................................................................................... 48
11.06 Guarantee ..................................................................................................................... 48
11.07 Failure to Replace Defective Parts .............................................................................. 49
iv
12.00 TURF ESTABLISHMENT ................................................................................................... 50
12.01 General ......................................................................................................................... 50
13.00 METHOD OF PAYMENT ................................................................................................... 51
13.01 Water Main Pipe ........................................................................................................... 51
13.02 Compact Ductile Iron Fittings ..................................................................................... 51
13.03 Hydrants ....................................................................................................................... 53
13.04 Valves and Boxes ........................................................................................................ 53
13.05 Copper Water Service Pipe ......................................................................................... 53
13.06 Corporation Cocks ....................................................................................................... 54
13.07 Service Saddles ............................................................................................................ 54
13.08 Curb Stops and Boxes.................................................................................................. 54
13.09 Air Relief Manholes .................................................................................................... 54
13.10 Piling ............................................................................................................................. 54
13.11 Special Conditions ....................................................................................................... 54
13.12 Special Sections ........................................................................................................... 54
13.13 Sheeting Ordered Left in Place .................................................................................... 54
13.14 Jacking .......................................................................................................................... 55
1
SECTION 1.00 - SCOPE
1.01 GENERAL
It is the intent of these detailed specification requirements to provide the requirements for water
main 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.
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 water main 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 water
main 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 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 2016 Edition and all subsequent amendments, and City Engineers Association
2
"Standard Utilities Specifications" for Water Main and Service Line Installation and Sanitary Sewer
and Storm Sewer Installation, 2013 Edition, and all subsequent amendments shall apply.
3
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 16B.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.
All materials will be certified lead free with the NSF-372 and NSF/ANSI 61.
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 epoxy coated and furnished with either 316 stainless or NSS Cor-Blue nuts and
bolts.
2.03 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 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
6"
8"
10"
Class Pipe
Class 52
Class 52
Class 52
Thickness Inches
0.31
0.31
0.35
4
12"
14"
16"
18"
20"
24"
30"
36"
42"
Class 52
Class 51
Class 51
Class 51
Class 51
Class 51
Class 51
Class 51
Class 51
0.37
0.36
0.37
0.38
0.39
0.41
0.43
0.48
0.53
Pipe walls shall be of a thickness to support 2½ 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 water main.
Water main Size
6"
8"
10"
12"
14" and larger
Maximum Corp Size Without Saddle
1"
1¼"
1½"
2"
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 water main shall conform to A.W.W.A. C900. 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.
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. 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
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
5
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 Cor-Blue or stainless.
Service Saddles. All service saddles shall be constructed of stainless steel installed as per Section
2.14.
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 TRACE WIRE
Materials
General
All trace wire and trace wire products shall be domestically manufactured in the USA.
All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA
standard for the specific utility being marked.
Trace Wire
• Open Trench – Trace wire shall be #12 AWG Copper Clad Steel, High Strength with
minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness.
• Directional Drilling/Boring – Trace wire shall be #12 AWG Copper Clad Steel, Extra
High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation
thickness.
• Trace Wire – Pipe Bursting/Slip Lining – Trace wire shall be 7x7 Stranded Copper Clad
Steel, Extreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation
thickness.
Connectors
• All mainline trace wires must be interconnected in intersections, at mainline tees and
mainline crosses. At tees, the three wires shall be joined using a single 3-way lockable
connector. At crosses, the four wires shall be joined using a 4-way connector. Use of two,
3-way connectors with a short jumper wire between them is an acceptable alternative.
• Direct Bury Wire Connectors – Shall include 3-way lockable connectors and mainline to
lateral lug connectors specifically manufactured for use in underground trace wire
installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion,
and shall be installed in a manner so as to prevent any uninsulated wire exposure.
• Non-locking friction fit, twist on or taped connectors are prohibited.
6
Termination/Access
• All trace wire termination points must utilize an approved trace wire access box (grade
level/in-ground access box as applicable), specifically manufactured for this purpose.
• All grade level/in-ground boxes shall be appropriately identified with “sewer” or “water”
cast into the cap and be color coded.
• A minimum of two feet of excess/slack wire is required in all trace wire access boxes after
meeting final elevation.
• All trace wire access boxes must include a manually interruptible conductive/connective
link between the terminal(s) for the trace wire connection and the terminal for the grounding
anode wire connection.
• Grounding anode wire shall be connected to the identified (or bottom) terminal on all access
boxes.
• Service Laterals on Public Property – Trace wire must terminate at an approved grade
level/in-ground trace wire access box, located at the edge of the road right-of-way, and out
of the roadway.
• Service Laterals on Private Property – Trace wire must terminate at an approved above-
ground trace wire access box, affixed to the building exterior directly above where the
utility enters the building, at an elevation not greater than five vertical feet above finished
grade, or terminate at an approved grade level/in-ground trace wire access box, located
within two linear feet of the building being served by the utility.
• Hydrants – Trace wire must terminate at an approved grade level/in-ground trace wire
access box, properly affixed to the hydrant grade flange. (Affixing with tape or plastic ties
shall not be acceptable.)
• Long-Runs, In Excess of 500 Linear Feet Without Hydrants – Trace wire access must
be provided utilizing an approved grade level/in-ground trace wire access box, located at the
edge of the road right-of-way, and out of the roadway. The grade level/in-ground trace wire
access box shall be delineated using a minimum 48” polyethylene marker post, color coded
per APWA standard for the specific utility being marked.
Grounding
• Trace wire must be properly grounded at all dead ends/stubs.
• Grounding of trace wire shall be achieved by use of a drive-in magnesium grounding anode
rod with a minimum of 20 feet of #14 red HDPE insulated copper clad steel wire connected
to anode (minimum 0.5 lb.) specifically manufactured for this purpose, and buried at the
same elevation as the utility.
• When grounding the trace wire at dead ends/stubs, the grounding anode shall be installed in
a direction 180 degrees opposite of the trace wire, at the maximum possible distance.
• When grounding the trace wire in areas where the trace wire is continuous and neither the
mainline trace wire nor the grounding anode wire will be terminated at/above grade, install
grounding anode directly beneath and in line with the trace wire. Do not coil excess wire
from grounding anode. In this installation method, the grounding anode wire shall be
7
trimmed to an appropriate length before connecting to trace wire with a mainline to lateral
lug connector.
• Where the anode wire will be connected to a trace wire access box, a minimum of two feet
of excess/slack wire is required after meeting final elevation.
Installation
General
• Trace wire installation shall be performed in such a manner that allows proper access for
connection of line tracing equipment, property locating of wire without loss or deterioration
of low frequency (512Hz) signal for distances in excess of 1,000 linear feet, and without
distortion of signal caused by multiple wires being installed in close proximity to one
another.
• Trace wire systems must be installed as a single continuous wire, except where using
approved connectors. No looping or coiling of wire is allowed.
• Any damage occurring during installation of the trace wire must be immediately repaired by
removing the damaged wire and installing a new section of wire with approved connectors.
Taping and/or spray coating shall not be allowed.
• Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five
foot intervals.
• Trace wire must be properly grounded as specified.
• Trace wire on all service laterals/stubs must terminate at an approved trace wire access box
located directly above the utility, at the edge of the road right-of-way, but out of the
roadway. (See Trace Wire Termination/Access.)
• At all mainline dead-ends, trace wire shall go to ground using an approved connection to a
drive-in magnesium grounding anode rod, buried at the same depth as the trace wire. (See
Grounding.)
• Mainline trace wire shall not be connected to existing conductive pipes. Treat as a mainline
dead-end ground using an approved waterproof connection to a grounding anode buried at
the same depth as the trace wire.
• In occurrences where an existing trace wire is encountered on an existing utility that is being
extended or tied into, the new trace wire and existing trace wire shall be connected using
approved splice connectors, and shall be properly grounded at the splice location as
specified.
Sanitary Sewer System
• A mainline trace wire must be installed with directionally bored sewer lines with all service
lateral trace wires properly connected to the drive-in magnesium grounding anode rod
driven in at the “Y”.
• Lay mainline trace wire continuously, by-passing around the outside of manholes/structures
on the north and east side.
8
• Trace wire on all sanitary service laterals must terminate at an approved trace wire access
box color coded green and located directly above the service lateral at the edge of road
right-of-way.
Water System
• A mainline trace wire must be installed, with all service lateral trace wires properly
connected to the drive in at the “Y” and driven in at saddle connection point.
• Lay mainline trace wire continuously, by-passing around the outside of valves and fittings
on the north and east side.
• Trace wire on all water service laterals must terminate at an approved trace wire access box
color coded blue and located directly above the service lateral at the edge of road right-of-
way.
• Grade level/in-ground trace wire access boxes will be installed on all fire hydrants.
• All conductive and non-conductive service lines shall include trace wire.
Storm Sewer System
• All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 and
5233.
Prohibited Products and Methods
The following products and methods shall not be allowed or acceptable:
• Uninsulated trace wire.
• Trace wire insulations other than HDPE.
• Trace wires not domestically manufactured.
• Non-locking, friction fit, twist-on or taped connectors.
• Brass or copper ground rods.
• Wire connections utilizing taping or spray-on waterproofing.
• Looped wire or continuous wire installations that have multiple wires laid side-by-side or in
close proximity to one another.
• Trace wire wrapped around the corresponding utility.
• Brass fittings with trace wire connection lugs.
• Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc.
• Connecting trace wire to existing conductive utilities.
Testing
All new trace wire installations shall be located using typical low frequency (512Hz) line tracing
equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to
acceptance of ownership.
9
This verification shall be performed upon completion of rough grading and again prior to final
acceptance of the project.
Continuity testing in lieu of actual line tracing shall be not accepted.
Products
The following products have been deemed acceptable and appropriate. These products are a guide
only to help in choosing the correct applications for a trace wire project.
• Copper Clad Steel (CCS) Trace Wire
o Open Trench – Copperhead #12 High Strength Part #1230-HS
o Directional Drilling/Boring – Copperhead Extra High Strength Park #1245*EHS
o Pipe Bursting/Slip Lining – Copperhead SoloShot Extreme Strength 7x7 Stranded
Part #PBX-50
• Connectors
o Copperhead 3-way Locking Connector Part #LSC1230*
o DryConn 3-way Direct Bury Lug: Copperhead Part #3WB-01
• Termination/Access
o Fire Hydrant and Non-Roadway access box applications: Trace wire access boxes
grade level Copperhead adjustable lite duty Part #LD14*TP
o Concrete/Driveway access box applications: Trace wire access boxes grade level
Copperhead Part #CD14*TP 14”.
• Grounding
o Drive-in Magnesium Anode: Copperhead Part #ANO-1005 (1.5 lbs.)
Manufacturers Product Options
The information provided by Copperhead Industries gives project options to help in choosing the
correct wire, termination/access points, connectors and grounding products. Other manufacturers
provide these products as well. This information is only a guide.
2.06 RESILIENT WEDGE GATE VALVES (4" TO 18" IN DIAMETER)
Gate vales shall be Clow, Mueller or approved equal. Gate valves shall be resilient wedge type,
manufactured to meet all applicable requirements of A.W.W.A. Standard for Resilient Sealed Gate
Valves C509. 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 a bronze operating nut 2”
A.W.W.A. square.
Valves shall have full epoxy coating on the inside with full epoxy coating on the exterior of valve,
or approved equal, and a 10-year warranty. Payment shall be at the bid unit price stated on the
proposal and shall include all miscellaneous items associated with the work.
10
2.07 BUTTERFLY VALVES
Butterfly valves shall be Clow or approved equal. 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 or ductile 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 316 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 bronze 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 Clow,
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.
2.08 VALVE BOXES
Valve boxes shall be cast iron of the three piece type suitable for a depth of 7½ 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 5¼" 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.
2.09 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.
2.10 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.
11
Fire hydrants shall have a minimum 5¼" 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.
4½" Pumper Nozzle: 2.50 psi
Fire hydrants shall be three-way in design, having one 4½" pumper nozzle and two 2½" 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.
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 1½" from point to
flat.
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.
Hydrants shall be a "traffic-model" having upper and lower barrels joined at the ground line by a
separate and breakable "swivel" flange providing 360º 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 24"
of clearance from the centerline of the lowest nozzle to the ground.
The operating stem shall consist of two pieces not less than 1¼" 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 a minimum of 7.5' of cover
over the hydrant service.
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 stainless steel
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".
12
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 Clow Medallion, Mueller Super Centurion, or approved equal.
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.
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.
13
**PLEASE NOTE: The Utility Department requires a 48-hour advance notice to schedule turning
on or off water lines.
2.11 CORPORATION STOPS (D.I.P)
Corporation stops shall be installed using a snug fitting smooth jaw wrench and as per
manufacturer’s recommendations. Corporation stops shall be quick compression-type fittings and
shall be one of the following, or approved equal:
Mueller B-25008; or
Ford FB-1000 Q; or
McDonald 47101 BCAPQ
2.12 CURB STOP AND BOX
Curb stop valves shall be of the compression-type fitting and shall be one of the following and
specifically for the use with copper inlet and outlet service pipe (without a set screw):
Mueller H-15155 or Mueller B-25155 or approved equal; or
McDonald 76104Q or approved equal; or
Ford B44-444 (1"), Ford B44-666 (1 1/2"), Ford B44-777 (2") with quick joint option, or approved
equal.
All curb stop valves shall be threaded and conform to the Minneapolis Pattern. Curb stop fittings
shall tightened with a snug fitting smooth jaw wrench and as per manufacturer’s recommendations.
Curb box shall be Mueller H-10300, McDonald 5614 or equal, which can be extended from 72" to
84" high and shall conform to the Minneapolis Pattern.
Where curb boxes are placed in paved or concrete areas, a curb box cover and frame shall be
installed (McDonald 74 Series Standard “A” or approved equal).
2.13 COPPER TUBING
Copper tubing shall comply with the following and shall be manufactured in the United States of
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.
14
In instances where a 1” CTS coupler must be used, the coupler shall be the quick compression-type
McDonald 74104BCAPQ or approved equal. Flare couplers shall not be used.
2.14 SERVICE SADDLES
All service saddles will be made of stainless steel and tightened to manufacturer’s specifications,
and verified with a torque wrench.
Service saddles shall be Romac Style 304, Cascade CSC-2, Smith Blair 371-372, or approved
equal.
2.15 RETAINER GLANDS
All retainer glands shall be ductile iron with set screws being solid stainless steel 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.
2.16 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.
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.
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.
2.17 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.
2.18 AIR RELIEF MANHOLES
15
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 as shown on the Standard Detail Plate Nos. 1008 and 2111.
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.
2.19 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 1" shut-off valve (ball valve), and all other
accessories needed as per Standard Detail Plate No. 1008.
An operating instructions and maintenance manual shall be included with the valve.
2.20 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
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 three-fourth inch (3/4") maximum size to #4 sieve. Coarse aggregate shall be composed of
hard durable particles free of shale, chert, flat or elongated pieces. Fine and coarse aggregate shall
conform to the A.S.T.M. Specification for Concrete Aggregates, Designation C-33. 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. Concrete
mixtures shall conform to MnDOT Specification 2461. The slump shall not exceed four inches
(4") plus or minus one inch (1").
2.21 SOIL MATERIALS
2.21a Normal “Fill Material”
Is defined under the backfilling Section No. 9.05
2.21b Crushed Rock
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The material shall consist of durable crushed quarry rock of which 100% passes a 2" sieve and of
which 95% is retained on a #4 sieve size. It shall not contain soil overburden, sod, roots, plants,
and other organic matter, or any other materials considered objectionable by the engineer.
2.22 INSULATION
Sheet insulation shall be two-inch thick, four-foot wide Direct Bury Styrofoam. Sheets shall be
centered on the pipe and installed above or below the pipe in accordance with typical Detail Plate
No. 2204.
Site specific requirements shall be determined by the engineer and shall be preapproved prior to
construction.
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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.
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
On all types of concrete construction, up to four (4) test cylinders may be taken from each section of
the structure cast in one operation. The project engineer or authorized representative shall, within
four (4) days of their origin, deliver all cylinders to an approved testing laboratory. 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 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
(20' Pipe Length - except as noted)
Maximum Allowable Deflections (inches)
Pipe Size
4
6
8
12
16
18
20
24
30
36
42
48
Mechanical Joint
31"*
27"*
20"
22"
15"
12"
12"
10"
10"
9"
8"
8"
Push-on Joint
21"
21"
21"
21"
12"
12"
12"
12"
8"
8"
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.
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SECTION 6.00 – DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE
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.
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.
6.02 GOVERNING STANDARD
Except as modified or supplemented herein, all HDPE pressure pipe shall conform to the
applicable requirements of ANSI/AWWA C906.
The supplementary information required in the foreword of the governing standard is as follows:
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Affidavit of Compliance (Sec. 6.3) Required
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.
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6.05 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.
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.
Trace Wire
Materials
General
All trace wire and trace wire products shall be domestically manufactured in the USA.
All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA
standard for the specific utility being marked.
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Trace Wire
• Open Trench – Trace wire shall be #12 AWG Copper Clad Steel, High Strength with
minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness.
• Directional Drilling/Boring – Trace wire shall be #12 AWG Copper Clad Steel, Extra
High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation
thickness.
• Trace Wire – Pipe Bursting/Slip Lining – Trace wire shall be 7x7 Stranded Copper Clad
Steel, Extreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation
thickness.
Connectors
• All mainline trace wires must be interconnected in intersections, at mainline tees and
mainline crosses. At tees, the three wires shall be joined using a single 3-way lockable
connector. At crosses, the four wires shall be joined using a 4-way connector. Use of two,
3-way connectors with a short jumper wire between them is an acceptable alternative.
• Direct Bury Wire Connectors – Shall include 3-way lockable connectors and mainline to
lateral lug connectors specifically manufactured for use in underground trace wire
installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion,
and shall be installed in a manner so as to prevent any uninsulated wire exposure.
• Non-locking friction fit, twist on or taped connectors are prohibited.
Termination/Access
• All trace wire termination points must utilize an approved trace wire access box (grade
level/in-ground access box as applicable), specifically manufactured for this purpose.
• All grade level/in-ground boxes shall be appropriately identified with “sewer” or “water”
cast into the cap and be color coded.
• A minimum of two feet of excess/slack wire is required in all trace wire access boxes after
meeting final elevation.
• All trace wire access boxes must include a manually interruptible conductive/connective
link between the terminal(s) for the trace wire connection and the terminal for the grounding
anode wire connection.
• Grounding anode wire shall be connected to the identified (or bottom) terminal on all access
boxes.
• Service Laterals on Public Property – Trace wire must terminate at an approved grade
level/in-ground trace wire access box, located at the edge of the road right-of-way, and out
of the roadway.
• Service Laterals on Private Property – Trace wire must terminate at an approved above-
ground trace wire access box, affixed to the building exterior directly above where the
utility enters the building, at an elevation not greater than five vertical feet above finished
grade, or terminate at an approved grade level/in-ground trace wire access box, located
within two linear feet of the building being served by the utility.
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• Hydrants – Trace wire must terminate at an approved grade level/in-ground trace wire
access box, properly affixed to the hydrant grade flange. (Affixing with tape or plastic ties
shall not be acceptable.)
• Long-Runs, In Excess of 500 Linear Feet Without Hydrants – Trace wire access must
be provided utilizing an approved grade level/in-ground trace wire access box, located at the
edge of the road right-of-way, and out of the roadway. The grade level/in-ground trace wire
access box shall be delineated using a minimum 48” polyethylene marker post, color coded
per APWA standard for the specific utility being marked.
Grounding
• Trace wire must be properly grounded at all dead ends/stubs.
• Grounding of trace wire shall be achieved by use of a drive-in magnesium grounding anode
rod with a minimum of 20 feet of #14 red HDPE insulated copper clad steel wire connected
to anode (minimum 0.5 lb.) specifically manufactured for this purpose, and buried at the
same elevation as the utility.
• When grounding the trace wire at dead ends/stubs, the grounding anode shall be installed in
a direction 180 degrees opposite of the trace wire, at the maximum possible distance.
• When grounding the trace wire in areas where the trace wire is continuous and neither the
mainline trace wire nor the grounding anode wire will be terminated at/above grade, install
grounding anode directly beneath and in line with the trace wire. Do not coil excess wire
from grounding anode. In this installation method, the grounding anode wire shall be
trimmed to an appropriate length before connecting to trace wire with a mainline to lateral
lug connector.
• Where the anode wire will be connected to a trace wire access box, a minimum of two feet
of excess/slack wire is required after meeting final elevation.
Installation
General
• Trace wire installation shall be performed in such a manner that allows proper access for
connection of line tracing equipment, property locating of wire without loss or deterioration
of low frequency (512Hz) signal for distances in excess of 1,000 linear feet, and without
distortion of signal caused by multiple wires being installed in close proximity to one
another.
• Trace wire systems must be installed as a single continuous wire, except where using
approved connectors. No looping or coiling of wire is allowed.
• Any damage occurring during installation of the trace wire must be immediately repaired by
removing the damaged wire and installing a new section of wire with approved connectors.
Taping and/or spray coating shall not be allowed.
• Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five
foot intervals.
• Trace wire must be properly grounded as specified.
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• Trace wire on all service laterals/stubs must terminate at an approved trace wire access box
located directly above the utility, at the edge of the road right-of-way, but out of the
roadway. (See Trace Wire Termination/Access.)
• At all mainline dead-ends, trace wire shall go to ground using an approved connection to a
drive-in magnesium grounding anode rod, buried at the same depth as the trace wire. (See
Grounding.)
• Mainline trace wire shall not be connected to existing conductive pipes. Treat as a mainline
dead-end ground using an approved waterproof connection to a grounding anode buried at
the same depth as the trace wire.
• In occurrences where an existing trace wire is encountered on an existing utility that is being
extended or tied into, the new trace wire and existing trace wire shall be connected using
approved splice connectors, and shall be properly grounded at the splice location as
specified.
Sanitary Sewer System
• A mainline trace wire must be installed with directionally bored sewer lines with all service
lateral trace wires properly connected to the drive-in magnesium grounding anode rod
driven in at the “Y”.
• Lay mainline trace wire continuously, by-passing around the outside of manholes/structures
on the north and east side.
• Trace wire on all sanitary service laterals must terminate at an approved trace wire access
box color coded green and located directly above the service lateral at the edge of road
right-of-way.
Water System
• A mainline trace wire must be installed, with all service lateral trace wires properly
connected to the drive in at the “Y” and driven in at saddle connection point.
• Lay mainline trace wire continuously, by-passing around the outside of valves and fittings
on the north and east side.
• Trace wire on all water service laterals must terminate at an approved trace wire access box
color coded blue and located directly above the service lateral at the edge of road right-of-
way.
• Grade level/in-ground trace wire access boxes will be installed on all fire hydrants.
• All conductive and non-conductive service lines shall include trace wire.
Storm Sewer System
• All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 and
5233.
Prohibited Products and Methods
27
The following products and methods shall not be allowed or acceptable:
• Uninsulated trace wire.
• Trace wire insulations other than HDPE.
• Trace wires not domestically manufactured.
• Non-locking, friction fit, twist-on or taped connectors.
• Brass or copper ground rods.
• Wire connections utilizing taping or spray-on waterproofing.
• Looped wire or continuous wire installations that have multiple wires laid side-by-side or in
close proximity to one another.
• Trace wire wrapped around the corresponding utility.
• Brass fittings with trace wire connection lugs.
• Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc.
• Connecting trace wire to existing conductive utilities.
Testing
All new trace wire installations shall be located using typical low frequency (512Hz) line tracing
equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to
acceptance of ownership.
This verification shall be performed upon completion of rough grading and again prior to final
acceptance of the project.
Continuity testing in lieu of actual line tracing shall be not accepted.
Products
The following products have been deemed acceptable and appropriate. These products are a guide
only to help in choosing the correct applications for a trace wire project.
• Copper Clad Steel (CCS) Trace Wire
o Open Trench – Copperhead #12 High Strength Part #1230-HS
o Directional Drilling/Boring – Copperhead Extra High Strength Park #1245*EHS
o Pipe Bursting/Slip Lining – Copperhead SoloShot Extreme Strength 7x7 Stranded
Part #PBX-50
• Connectors
o Copperhead 3-way Locking Connector Part #LSC1230*
o DryConn 3-way Direct Bury Lug: Copperhead Part #3WB-01
• Termination/Access
o Fire Hydrant and Non-Roadway access box applications: Trace wire access boxes
grade level Copperhead adjustable lite duty Part #LD14*TP
o Concrete/Driveway access box applications: Trace wire access boxes grade level
Copperhead Part #CD14*TP 14”.
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• Grounding
o Drive-in Magnesium Anode: Copperhead Part #ANO-1005 (1.5 lbs.)
Manufacturers Product Options
The information provided by Copperhead Industries gives project options to help in choosing the
correct wire, termination/access points, connectors and grounding products. Other manufacturers
provide these products as well. This information is only a guide.
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
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.
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.
29
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 400oF, alignment, and 75 psi interfacial fusion
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.
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,
30
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 d amage 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.
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
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.
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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.
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 Water
main 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 Water main 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
7½ feet of earth cover over the top of the water mains, 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.
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
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 barri-
cades 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
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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 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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SECTION 8.00 - PIPE LAYING
8.01 INSTALLATION OF WATER MAIN AND APPURTENANCES
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.
Water main 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 water main materials be dumped into
the trench.
8.02 LAYING OF PIPE AND FITTINGS
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.
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.
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.
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C900 for sizes 4" to 12". The pipe shall be manufactured to cast iron or ductile iron outside
dimensions in accordance with A.W.W.A. C900.
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 4" 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
Water mains crossing sanitary sewers shall be laid to provide a separation of at least 18" between
the bottom of the water main and the top of the sewer. When local conditions prevent a vertical
separation as described, the following construction shall be used:
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(a) Sewers passing over or under water mains shall be constructed of materials equal to water
main standards of construction.
(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 water mains and the curb boxes shall have a
minimum of 7.5 feet of cover except at the goose neck which shall have 6½-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.
9.02 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.
All water main 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.
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 ± 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
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with a more suitable material taken from another source. All of these corrective measures shall be
at the contractor's expense.
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 FILL 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 water main 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 C600-10 and C605-13, 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 water main system, the contractor shall be responsible for pressure testing
from the point of starting the new water main and including all newly constructed pipe and valves.
If the contractor elects to test the existing water main, the City will not be responsible for any
testing costs if the existing water main 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 4½-inch dial face with one
(1) psi increments or approved equal.
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10.02 DISINFECTING MAINS AND TEMPORARY WATER SERVICES
All new and repaired water main will be chlorinated in accordance with A.W.W.A. Standard C651-
14.
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
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
Materials
General
All trace wire and trace wire products shall be domestically manufactured in the USA.
All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA
standard for the specific utility being marked.
Trace Wire
• Open Trench – Trace wire shall be #12 AWG Copper Clad Steel, High Strength with
minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness.
• Directional Drilling/Boring – Trace wire shall be #12 AWG Copper Clad Steel, Extra
High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation
thickness.
• Trace Wire – Pipe Bursting/Slip Lining – Trace wire shall be 7x7 Stranded Copper Clad
Steel, Extreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation
thickness.
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Connectors
• All mainline trace wires must be interconnected in intersections, at mainline tees and
mainline crosses. At tees, the three wires shall be joined using a single 3-way lockable
connector. At crosses, the four wires shall be joined using a 4-way connector. Use of two,
3-way connectors with a short jumper wire between them is an acceptable alternative.
• Direct Bury Wire Connectors – Shall include 3-way lockable connectors and mainline to
lateral lug connectors specifically manufactured for use in underground trace wire
installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion,
and shall be installed in a manner so as to prevent any uninsulated wire exposure.
• Non-locking friction fit, twist on or taped connectors are prohibited.
Termination/Access
• All trace wire termination points must utilize an approved trace wire access box (grade
level/in-ground access box as applicable), specifically manufactured for this purpose.
• All grade level/in-ground boxes shall be appropriately identified with “sewer” or “water”
cast into the cap and be color coded.
• A minimum of two feet of excess/slack wire is required in all trace wire access boxes after
meeting final elevation.
• All trace wire access boxes must include a manually interruptible conductive/connective
link between the terminal(s) for the trace wire connection and the terminal for the grounding
anode wire connection.
• Grounding anode wire shall be connected to the identified (or bottom) terminal on all access
boxes.
• Service Laterals on Public Property – Trace wire must terminate at an approved grade
level/in-ground trace wire access box, located at the edge of the road right-of-way, and out
of the roadway.
• Service Laterals on Private Property – Trace wire must terminate at an approved above-
ground trace wire access box, affixed to the building exterior directly above where the
utility enters the building, at an elevation not greater than five vertical feet above finished
grade, or terminate at an approved grade level/in-ground trace wire access box, located
within two linear feet of the building being served by the utility.
• Hydrants – Trace wire must terminate at an approved grade level/in-ground trace wire
access box, properly affixed to the hydrant grade flange. (Affixing with tape or plastic ties
shall not be acceptable.)
• Long-Runs, In Excess of 500 Linear Feet Without Hydrants – Trace wire access must
be provided utilizing an approved grade level/in-ground trace wire access box, located at the
edge of the road right-of-way, and out of the roadway. The grade level/in-ground trace wire
access box shall be delineated using a minimum 48” polyethylene marker post, color coded
per APWA standard for the specific utility being marked.
Grounding
• Trace wire must be properly grounded at all dead ends/stubs.
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• Grounding of trace wire shall be achieved by use of a drive-in magnesium grounding anode
rod with a minimum of 20 feet of #14 red HDPE insulated copper clad steel wire connected
to anode (minimum 0.5 lb.) specifically manufactured for this purpose, and buried at the
same elevation as the utility.
• When grounding the trace wire at dead ends/stubs, the grounding anode shall be installed in
a direction 180 degrees opposite of the trace wire, at the maximum possible distance.
• When grounding the trace wire in areas where the trace wire is continuous and neither the
mainline trace wire nor the grounding anode wire will be terminated at/above grade, install
grounding anode directly beneath and in line with the trace wire. Do not coil excess wire
from grounding anode. In this installation method, the grounding anode wire shall be
trimmed to an appropriate length before connecting to trace wire with a mainline to lateral
lug connector.
• Where the anode wire will be connected to a trace wire access box, a minimum of two feet
of excess/slack wire is required after meeting final elevation.
Installation
General
• Trace wire installation shall be performed in such a manner that allows proper access for
connection of line tracing equipment, property locating of wire without loss or deterioration
of low frequency (512Hz) signal for distances in excess of 1,000 linear feet, and without
distortion of signal caused by multiple wires being installed in close proximity to one
another.
• Trace wire systems must be installed as a single continuous wire, except where using
approved connectors. No looping or coiling of wire is allowed.
• Any damage occurring during installation of the trace wire must be immediately repaired by
removing the damaged wire and installing a new section of wire with approved connectors.
Taping and/or spray coating shall not be allowed.
• Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five
foot intervals.
• Trace wire must be properly grounded as specified.
• Trace wire on all service laterals/stubs must terminate at an approved trace wire access box
located directly above the utility, at the edge of the road right-of-way, but out of the
roadway. (See Trace Wire Termination/Access.)
• At all mainline dead-ends, trace wire shall go to ground using an approved connection to a
drive-in magnesium grounding anode rod, buried at the same depth as the trace wire. (See
Grounding.)
• Mainline trace wire shall not be connected to existing conductive pipes. Treat as a mainline
dead-end ground using an approved waterproof connection to a grounding anode buried at
the same depth as the trace wire.
• In occurrences where an existing trace wire is encountered on an existing utility that is being
extended or tied into, the new trace wire and existing trace wire shall be connected using
approved splice connectors, and shall be properly grounded at the splice location as
specified.
46
Sanitary Sewer System
• A mainline trace wire must be installed with directionally bored sewer lines with all service
lateral trace wires properly connected to the drive-in magnesium grounding anode rod
driven in at the “Y”.
• Lay mainline trace wire continuously, by-passing around the outside of manholes/structures
on the north and east side.
• Trace wire on all sanitary service laterals must terminate at an approved trace wire access
box color coded green and located directly above the service lateral at the edge of road
right-of-way.
Water System
• A mainline trace wire must be installed, with all service lateral trace wires properly
connected to the drive in at the “Y” and driven in at saddle connection point.
• Lay mainline trace wire continuously, by-passing around the outside of valves and fittings
on the north and east side.
• Trace wire on all water service laterals must terminate at an approved trace wire access box
color coded blue and located directly above the service lateral at the edge of road right-of-
way.
• Grade level/in-ground trace wire access boxes will be installed on all fire hydrants.
• All conductive and non-conductive service lines shall include trace wire.
Storm Sewer System
• All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 and
5233.
Prohibited Products and Methods
The following products and methods shall not be allowed or acceptable:
• Uninsulated trace wire.
• Trace wire insulations other than HDPE.
• Trace wires not domestically manufactured.
• Non-locking, friction fit, twist-on or taped connectors.
• Brass or copper ground rods.
• Wire connections utilizing taping or spray-on waterproofing.
• Looped wire or continuous wire installations that have multiple wires laid side-by-side or in
close proximity to one another.
• Trace wire wrapped around the corresponding utility.
• Brass fittings with trace wire connection lugs.
• Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc.
• Connecting trace wire to existing conductive utilities.
47
Testing
All new trace wire installations shall be located using typical low frequency (512Hz) line tracing
equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to
acceptance of ownership.
This verification shall be performed upon completion of rough grading and again prior to final
acceptance of the project.
Continuity testing in lieu of actual line tracing shall be not accepted.
Products
The following products have been deemed acceptable and appropriate. These products are a guide
only to help in choosing the correct applications for a trace wire project.
• Copper Clad Steel (CCS) Trace Wire
o Open Trench – Copperhead #12 High Strength Part #1230-HS
o Directional Drilling/Boring – Copperhead Extra High Strength Park #1245*EHS
o Pipe Bursting/Slip Lining – Copperhead SoloShot Extreme Strength 7x7 Stranded
Part #PBX-50
• Connectors
o Copperhead 3-way Locking Connector Part #LSC1230*
o DryConn 3-way Direct Bury Lug: Copperhead Part #3WB-01
• Termination/Access
o Fire Hydrant and Non-Roadway access box applications: Trace wire access boxes
grade level Copperhead adjustable lite duty Part #LD14*TP
o Concrete/Driveway access box applications: Trace wire access boxes grade level
Copperhead Part #CD14*TP 14”.
• Grounding
o Drive-in Magnesium Anode: Copperhead Part #ANO-1005 (1.5 lbs.)
Manufacturers Product Options
The information provided by Copperhead Industries gives project options to help in choosing the
correct wire, termination/access points, connectors and grounding products. Other manufacturers
provide these products as well. This information is only a guide.
48
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.
49
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.
50
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.
51
SECTION 13.00 - METHOD OF PAYMENT
The work shall be measured and the compensation determined in the following manner:
13.01 WATER MAIN PIPE
Water main 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.
52
COMPACT MECHANICAL JOINT DUCTILE IRON FITTINGS
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
12 x 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
158/71.7
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
53
COMPACT MECHANICAL JOINT DUCTILE IRON FITTINGS (cont.)
MJ TEES
Run*
Branch*
Weight-Lb/Kg
16 580/263.1
20
660/299.4
24 720/326.6
MJ SLEEVES
Weight-Lb/Kg
Size*
Short
Long
4
17/7.7
20/9.1
6 28/12.7 36/16.3
8
38/17.2
46/20.9
10 49/22.2 61/28.1
12
56/25.4
76/34.5
16 130/59.0 172/78.0
20
195/88.4
255/115.7
24 255/115.7 335/152.0
*Multiply by 25 to convert to millimeters
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.
54
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 water main.
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.
55
13.14 JACKING
Payment for jacking will be paid for at the contract unit price per lineal foot. Water main used in
jacking will be paid separately at bid unit prices for that diameter water main.