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02-18-25 PC Agenda and Packet A.6:00 P.M. - CALL TO ORDER B.PUBLIC HEARINGS B.1 Consider an Ordinance Rezoning Property from Right-Of-Way to R-8 Mixed Medium Density Residential District and Request for Preliminary Plat and Site Plan approval for a 60 unit townhome development (Planning Case #2025-01) C.GENERAL BUSINESS D.APPROVAL OF MINUTES D.1 Approve Planning Commission Meeting Minutes dated January 21, 2025 E.COMMISSION PRESENTATIONS F.ADMINISTRATIVE PRESENTATIONS G.CORRESPONDENCE DISCUSSION H.OPEN DISCUSSION I.ADJOURNMENT AGENDA CHANHASSEN PLANNING COMMISSION TUESDAY, FEBRUARY 18, 2025 CITY COUNCIL CHAMBERS, 7700 MARKET BOULEVARD NOTE: Planning Commission meetings are scheduled to end by 9:00 p.m. as outlined in the official by-laws. We will make every attempt to complete the hearing for each item on the agenda. If, however, this does not appear to be possible, the Chairperson will notify those present and offer rescheduling options. Items thus pulled from consideration will be listed first on the agenda at the next Commission meeting. If a constituent or resident sends an email to staff or the Planning Commission, it must be made part of the public record based on State Statute. If a constituent or resident sends an email to the Mayor and City Council, it is up to each individual City Council member and Mayor if they want it to be made part of the public record or not. There is no State Statute that forces the Mayor or City Council to share that information with the public or be made part of the public record. Under State Statute, staff cannot remove comments or letters provided as part of the public input process. 1 2 Planning Commission Item February 18, 2025 Item Consider an Ordinance Rezoning Property from Right-Of-Way to R-8 Mixed Medium Density Residential District and Request for Preliminary Plat and Site Plan approval for a 60 unit townhome development (Planning Case #2025-01) File No.2025-01 Item No: B.1 Agenda Section PUBLIC HEARINGS Prepared By Eric Maass, Community Development Director Applicant Brandl Anderson Present Zoning Land Use Residential Medium Density Acerage 11.75 Density 5.44 unit per acre (net density) Applicable Regulations Chapter 18, Subdivision, Chapter 20, Article XXIV-2, “R-8” Mixed Medium Density Residential District Chapter 20, Article II, Division 6, Site Plan Review SUGGESTED ACTION Staff recommends adoption of the attached Findings of Fact and Recommendation recommending approval of the requested rezoning of the property to R-8 Mixed Medium Density Residential District and recommending preliminary plat and site plan approval for a 60 unit townhome development subject to the conditions included in the staff report dated February 12, 2025. SUMMARY MnDOT deemed an area of right-of-way as excess and placed the land for sale. Following a public 3 auction, the land was purchased by Brandl Anderson Homes. The land is guided by the city's 2040 Comprehensive Plan for "Residential Medium Density" development for residential development at densities of between four (4) and eight (8) units per acre. Brandl Anderson Homes is requesting to rezone the property to R-8 Mixed Medium Density Residential District and preliminary plat approval subdivide the property located generally at the intersection of Pioneer Trail and Bluff Creek Drive and site plan approval for 60 townhomes which are grouped in either structures of four or six townhomes. BACKGROUND DISCUSSION RECOMMENDATION Staff recommends adoption of the attached Findings of Fact and Recommendation recommending approval of the requested rezoning of the property to R-8 Mixed Medium Density Residential District and recommending preliminary plat and site plan approval for a 60 unit townhome development subject to the conditions included in the staff report dated February 12, 2025. ATTACHMENTS Preliminary Plat Plan Set dated 02.05.25 - Pioneer Ridge Jasmine and Isla Units - Architectural Elevation, Floor Plan and Rendering Sophia and Amelia Units - Architectural Elevation, Floor Plan and Rendering Traffic Impact Analysis Storm Water Management Plan Storm Sewer Design Soil Boring Report Photometric Study Phase 1 Environmental Study Affidavit of Publication 25-01 Affidavit of Mailing 25-01 Findings of Fact and Recommendation Ordinance Rezoning to R-8 Staff Report - Planning, Engineering, Water Resources, Forestry Pioneer Ridge Public Comments via Email 4 N:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-CV01.DWG PIONEER RIDGE © 2024 Westwood Professional Services, Inc.SHEET INDEXPRELIMINARY PLANSPIONEER RIDGECHANHASSEN, MINNESOTAPREPARED FOR:PIONEER RIDGE, LLC.221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337CONTACT: CHRISTOPHER CONTRERASPHONE: 952-898-0230EMAIL: CCONTRERAS@BRANDLANDERSON.COMSITEVicinity Map(NOT TO SCALE)SHEETSREVISIONDATENO.102/05/2025REVISED SITE PLANALL..................FORFORPLAT, SITE, GRADING, EROSIONCONTROL, UTILITIES, LANDSCAPEAND TREE PRESERVATIONPREPARED BY:PROJECT NUMBER: 0050930.00CONTACT: RYAN BLUHMPhone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free NOT FOR CONSTRUCTIONPIONEER RIDGECHANHASSEN, MINNESOTAFORFORPLAT, SITE, GRADING, EROSIONCONTROL, UTILITIES, LANDSCAPEAND TREE PRESERVATIONINITIAL SUBMITTAL DATE: 12/13/24SHEET: 1 OF 19PROJECT NUMBER: 0050930.00Sheet List TableSHEET NUMBERSHEET TITLE1Cover2Existing Conditions3Preliminary Plat4Preliminary Grading Plan5Preliminary Utility Plan6Street Profiles7Details8Details9Details10Details11Details12Overall Tree Preservation13Preliminary Tree Preservation Plan14Preliminary Tree Preservation Plan15Preliminary Tree Preservation Data16Overall Preliminary Landscape Plan17Preliminary Landscape Plan & Notes18Preliminary Landscape Plan & Details19Photometric Plan5 93093093 0 930930930 930 930930932932 934928920920920920920 920920920918922920 920920 928926922 9 2 8 9 3 2 9349369 3 8 9409 4 6 944930930920910900890900920 910900 936 948∆∆∆∆∆∆∆∆ ∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆SSXXPOH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSANSANSANSANSANSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOSTOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATSTOPOH POH POH POH POHPOHPOHPOHPOHPOHPOHSTO STOHH FIBER OPTICFOFOFD. 1/2 INCHOPEN IRON PIPEFD. 1/2 INCH OPENLS #12294FD. 2 INCH MNDT DISCR/W BOUNDARY CORNER B6FD. 1/2 INCH OPENLS #12294FD. 1/2 INCH OPENLS #12294FD. 1/2 INCH OPENLS #12294FD. 1/2 INCHOPEN IRON PIPER/W BOUNDARYCORNER B8FD. 1/2 INCH OPENLS #12294FD. 1/2 INCH OPENLS #12294FD. 1/2 INCH OPENLS #12043R/W BOUNDARY CORNER B9FD. 1/2 INCH OPEN IRON PIPER/W BOUNDARY CORNER B10FD. 1/2 INCH OPEN IRON PIPE;BROKEN CAPR/W BOUNDARY CORNER B11FD. 1/2 INCH OPEN IRON PIPE;BROKEN CAPR/W BOUNDARY CORNER B12P.O.B. LINE 1FD. 2 INCH MNDT DISCR/W BOUNDARY CORNER B13PER MNDT R/W PLAT NO. 10-20E 1/4 COR OF SEC. 27, TWP. 116, RGE. 23 &W 1/4 COR OF SEC. 26, TWP. 116, RGE. 23FD. 4 INCH DISCS. LINE OF THE SE 1/4 OFTHE NE 1/4 OF SEC. 27E. LINE OF THE SE 1/4 OFTHE NE 1/4 OF SEC. 27W. LINE OF THE SW 1/4 OFTHE NW 1/4 OF SEC. 28S. LINE OF THE SW 1/4 OFTHE NW1/4 OF SEC. 28NORTHWESTERLY BOUNDARYPER MNDT R/W PLAT NO. 10-20FD. REBAR W/CAPR/W BOUNDARYCORNER B7R/W BOUNDARYCORNER B5LINE 1LINE 1BRICK FIREPITBRICK FIREPITBRICK FIREPITBRICK FIREPITGARDEN AREASWINGSETGARDEN AREAAPPROXIMATEMOW LINEAPPROXIMATEMOW LINEPONDGARDEN AREARE=929.30CAN'T OPENRE=924.43IE=919.73 (E)IE=913.03 (W)RE=924.39IE=920.09 (E)IE=920.29 (NE)RE=900.85IE=896.15 (NE)IE=896.15 (SE)RE=901.83IE=896.43 (SW)RE=899.85IE=895.55 (NW)IE=895.45 (NE)IE=895.45 (SE)RE=903.48IE=900.28 (NW)IE=899.98 (SW)IE=900.28 (NE)RE=904.73IE=899.33 (SE)RE=906.09IE=902.79 (NE)IE=902.79 (SW)RE=910.08IE=906.78 (NE)IE=906.78 (SW)RE=916.64IE=913.24 (SW)RE=908.74RE=909.92RE=923.28IE=919.1824" RCP20" RCP15" RCP12" RCP15" RCP12" RCP 12" RCP 12" RCP12" RCP12" RCP12" RCPPID: 256090450CITY OF CHANHASSENPID: 256090410DEEPAKAGGARWALPID: 256090400REBECCAARMAGOSTPID: 256090390ANDERSSYVERSONPID: 256090380MATTHEWSEVERANCEPID: 256090370DANIEL &NANCY GILMOREPID: 256090360AARON &JENNIFER PIERCEPID: 256090350MATTHEW &HOLLY WILDEPID: 256090340LESLIE & DANAELDERPID: 256090330GLEN & NATANIASCHOENBERGPID: 256090320NATHAN &LINDSEY BUTTONPID: 256090310JOSEPH &JENNIFER FELIUPID: 256090300RUSSELL &MEGHANHOLMESPID: 256090290JOHN &CATHERINESANTINIPID: 256090280KORY & SARAHGROSKREUTZPID: 256090270THOMAS & CASSANDRA KRAUSPID: 253620025CITY OF CHANHASSENPID: 256090460CITY OF CHANHASSENBLUFF CREEK DRIVE(PUBLIC STREET)PIONEER TRAIL(PUBLIC STREET)WIDTH VARIES US H I G H W A Y 2 1 2 (P U B L I C S T R E E T ) WI D T H V A R I E S80R/WCONTROLLED ACCESS SHOWNPER MNDT R/W PLAT NO. 10-2010 FT BITUMINOUSTRAIL 5 FT CONCRETESIDEWALKCONTROLLED ACCESS SHOWNPER MNDT R/W PLAT NO. 10-20N. LINE OF THE SW 1/4 OF THE NW 1/4OF SEC. 28, TWP. 116, RGE. 23CONTROLLED ACCESS PERDEED RESTRICTION12" RCP 15" RCP24" RCPCB=S20°54'41"ECH=323.84∆=079°17'21"R=253.78L=351.20N51°07'03.00"E 253.88 N69°27'12.00"E 464.59 N08°53'48. 0 0 " E 1 7 1 . 8 4 N5 2 ° 5 4 ' 3 3 . 0 0 " E 1 2 6 . 6 3 N00°26'14.75"W 253.73 N00°26'14.75"W 263.81 S80°01'29.00"E 353.71N68°45'55 .00"E 230 .69 S3 0 ° 3 6 ' 5 2 . 0 0 " W 4 3 5 . 0 9 S22 ° 5 7 ' 1 7 . 0 0 " W 1 7 3 . 0 7S87°24'40.00"W 336.72∆=037°35'13"R=852.85L=559.48S46°00'03.00"W 190.46 S88°36'33.09"E66.03N00°26'46.48"W 530.77 N 3 8 ° 0 8 ' 5 3 . 0 0 " E 8 9 0 . 9 3 ∆R/W BOUNDARY CORNER B14PER MNDT R/W PLAT NO. 10/20N:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-EXP01.DWG 192CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEEXISTING CONDITIONS221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/24CHRIS AMBOURN4305502/05/2025PIONEER RIDGE, LLC.PRELIMINARY PLANS© 2024 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'801602401" = 80'###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED LAND SURVEYOR UNDER THE LAWS OF THESTATE OF MINNESOTAPROPERTY DESCRIPTIONThe following information was provided by Land Title, Inc., Issuing Agent for First American Title Insurance Company, File Number6872387, which has an effective date of October 25, 2023 at 7:00 am:That part of the Southeast Quarter of the Northeast Quarter of Section 27, Township 116 North, Range 23 West, and the SouthwestQuarter of the Northwest Quarter of Section 26, Township 116 North, Range 23 West, shown as Parcel 60 on Minnesota Departmentof Transportation Right of Way Plat Numbered 10-20 and Minnesota Department of Transportation Right of Way Plat No. 10-43 asthe same is on file and of record in the office of the County Recorder in and for Carver County, Minnesota;Which lies northwesterly, northerly and northeasterly, of Line 1 described below:Line 1:Commencing at Right of Way Boundary Corner B14 as shown on said Plat No. 10-20; thence southwesterly on an azimuth of 218degrees 08 minutes 53 seconds along the boundary of said plat for 890.93 feet to Right of Way Boundary Corner B13 and the point ofbeginning of Line 1 to be described; thence on an azimuth of 210 degrees 36 minutes 52 seconds for 435.09 feet; thence on anazimuth of 202 degrees 57 minutes 17 seconds for 173.07 feet; thence on an azimuth of 267 degrees 24 minutes 40 seconds for336.72 feet; thence deflect to the left on a tangential curve, having a radius of 852.85 feet and a delta angle of 37 degrees 35 minutes13 seconds for 559.48 feet; thence on an azimuth of 226 degrees 00 minutes 03 seconds for 190.46 feet; thence northwesterly for351.20 feet on a non-tangential curve, concave to the northeast, having a radius of 253.78 feet, a delta angle of 79 degrees 17minutes 25 seconds and a chord azimuth of 339 degrees 05 minutes 19 seconds to the northwest boundary of said Plat No. 10-20and there terminating.Subject to the following restriction:No access shall be permitted to Trunk Highway No 212 from the lands herein conveyed.Abstract PropertyGENERAL NOTES1.Bearings of property lines shown hereon are based on the Carver County coordinate system, (NAD 83 - 2011 ControlAdjustment).2.Lengths of lines and distances between features are measured in US-Survey Feet.LEGENDGUY WIREFLARED END SECTIONBEEHIVE CATCH BASINCATCH BASINPOWER POLESIGNSTREET LIGHTSTEEL/WOOD POSTPOWER OVERHEADWATERMAINSTORM SEWERHYDRANTFENCE LINECONTROLLED ACCESSCURB & GUTTERCONCRETE SURFACEBITUMINOUS SURFACEFOUND MONUMENT (SEE LABEL)TREE LINEPOHSTOWAT∆XEASEMENT LINESECTION LINELOT LINEBOUNDARY LINERIGHT-OF-WAY LINETRAFFIC SIGNAL6 171819202122232425262728293031323334353637383940123456789101112131415161718192021414141112100.0'165.9'50.0'14' 13'16.5'1 8 . 5 'R50'R5 0 '1234567891011121314151620.00'20.00'40.00'20.00'45.99'42.30'20. 3 5 '36.00'20.00'20.00'58.00'60.00'58.00'60.00'20.00'40.00'20.00'30.96'40.38'57.70'61.32'55.44'64.05'40.00'45.74'38.21'∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOH POHPOHPOHPOHPOHPIONEER TRA ILBLUFF CREEK DRIVEUS H I G H W A Y 2 1 220215444222124 B-BPOWERLINE & POLESTO BE RE-LOCATED475B LU F F A R E A BLUFF AREAEXPANDED PONDPONDPRIVATE STREETPRIVATE S T R E E T FIRE TRUCKTURN-AROUND"NO PARKING"FIRE TRUCK TURN-AROUND"NO PARKING"20' BUFFERIMPACT ZONE20' BUFFERIMPACT ZONE20 20101036206822NWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWL NWLNWL NWL NWL NWLNWLNWLNWLNWLNWLNWLNWLNWLNWL 40.00'24B-B24B-BPRIVATE STREET24B-BPRIVATE STREET40.00'POWERLINE & POLESTO BE RE-LOCATED 12342,738 sf2,368 sf2,368 sf2,738 sf373732323737323274 74 74 74 74STREET20 20 125 510 060120180·EXISTING ZONING:N/A·PROPOSED ZONING:R-8·GROSS SITE AREA:11.75 ACBLUFF AREA:0.72 AC·NET SITE AREA:11.03 AC·DEVELOPMENT SUMMARYMULTI-FAMILY TOWNHOMES:60 HOMES·PROJECT DENSITY:GROSS:±5.11 UN/ACNET: ±5.44 UN/ACSITE DEVELOPMENT DATAIMPERVIOUS COVERAGE1.ALL LOT DIMENSIONS ARE ROUNDED TO THE NEAREST FOOT.2.ALL AREAS ARE ROUNDED TO THE NEAREST SQUARE FOOT.3.STREET NAMES ARE SUBJECT TO APPROVAL BY THE CITY.4.DRAINAGE AND UTILITY EASEMENTS SHALL BE PROVIDED AS REQUIRED. DRAINAGEAND UTILITY EASEMENTS WILL BE PROVIDED OVER ALL PUBLIC UTILITIES A.5.STREET WIDTHS ARE SHOWN FROM BACK OF CURB TO BACK OF CURB.DEVELOPMENT NOTESPROPERTY LINESETBACK LINEEASEMENT LINECURB AND GUTTERLOT LINEPOND NORMAL WATER LEVELRETAINING WALLEXISTINGPROPOSEDTIP-OUT CURB AND GUTTERSITE LEGENDSITE AREA (EXCL. PUBLIC R/W)ALLOWABLE COVERAGE232,378 SF462,757 SFTYPICAL MULTI FAMILY LOT DETAILSHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED LANDSCAPE ARCHITECT UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-PPP01.DWG 193CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEPRELIMINARY PLAT221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/24PIONEER RIDGE, LLC.02/05/202553774NICHOLAS T. MEYER© 2024 Westwood Professional Services, Inc.###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00CONTROLLED ACCESS∆MINIMUM LOT AREALOT STANDARDSMINIMUM LOT FRONTAGESETBACKSFRONTBTWN BUILDINGSSIDE CORNER LOTREARSTANDARDMULTI-FAMILYTOWNHOMES1,800 SF30'20'20'20'10'REAR TO PIONEER TRAIL20'IMPERVIOUS COVERAGE50% MAXIMUMPROPOSED COVERAGE (B1 & B2)176,651 SF (38%)GUEST STALLS REQUIRED: .25/UNIT; 15 STALLS TOTALGUEST STALLS PROVIDED: 16 TOTAL STALLSPARKING PROVISIONS7 ∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆BLUFF CREEK DRIVEPIONEER TRA IL HI G H W A Y 2 1 2 300301302TNHELEV=924.149087929.86SSSB-7 EL=929.869097931.51SSSB-2 EL=931.519105931.76SSSB-3 EL=931.759112912.95SSSB-6 EL=912.959122931.76SSSB-4 EL=931.769127928.08SSSB-8 EL=928.089140947.25SSSB-5 EL=947.259176930.46SSSB-1 EL=930.46EX-MHRE = 929.30EX-MHRE = 916.64EX-MHRE = 910.08EX-MHRE = 906.09EX-MHRE = 903.48EX-MHRE = 900.85EX-MHRE = 924.43EX-MHRE = 924.39EX-MHRE = 901.83EX-MHRE = 904.73EX-MHRE = 923.28SEX-MHRE = 937.53SEX-MHRE = 937.43XXX XPOH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSANSANSANSANSANSANRE=937.53IE=918.83 (E/W)8" PVCRE=937.43IE=918.13 (N/E/W)SAN8" PVCRE=929.30CAN'T OPENSTORE=924.43IE=919.73 (E)IE=913.03 (W)24" RCP20" RCPRE=924.39IE=920.09 (E)IE=920.29 (NE)15" RCPSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOSTOSTOSTO12" RCP15" RCP12" RCP 12" RCP 12" RCP12" RCP12" RCPRE=900.85IE=896.15 (NE)IE=896.15 (SE)WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATRE=901.83IE=896.43 (SW)STO12" RCPRE=903.48IE=900.28 (NW)IE=899.98 (SW)IE=900.28 (NE)RE=904.73IE=899.33 (SE)RE=906.09IE=902.79 (NE)IE=902.79 (SW)RE=910.08IE=906.78 (NE)IE=906.78 (SW)RE=916.64IE=913.24 (SW)RE=908.74RE=909.92RE=923.28IE=919.18STOSTOPOH POH POHPOH24" RCPHH FIBER OPTICFOFOFO 5062506550660123 4567891011120 1 2 3 4 5FMFMFMFM0123EXPANDED EXISTINGPOND 6NWL=927.0EX 100 YR HWL =930.4PR 100 YR HWL=929.7EOF=930.4PATIO GARAGE OLIVIA 2-STORY PORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCH 171819202122232425262728293031323334353637383940123456789101112131415161718192021414141112STREET ASTREET BPATIOGARAGEOLIVIA2-STORYPORCH12345678910111213141516934.4SOG 934.4936.1SOG936.1933.2SOG933.2 934.1 SOG 934.1 935.7 927.5 WO 927.5 933.7925.5LO928.7936.6928.4LO931.6933.7925.5LO928.7931.5923.3WO923.3934.8926.6WO926.6935.9927.7WO927.7932.1923.9WO923.9929.1920.9LO924.18.9%6.7%6.7%4.3%5.9%4.3%7.2%7.9%6.0%7.2%3.8%5.6%4.0%5.4%7.6%8.6%5.6%4.7%6.0%3.7%8.5%5.9%6.0%4.0%8.5%5.7%6.8%5.9%4.8%7.0%5.1%7.8%3.1% 4.9% 4.3%8.1%4.8%4.1%5.2%3.5%6.5%6.0%7.4%6.8%3.5%3.0%6.4% 5.1% 4.2% 3.1% 6.3% 5.3% 6.5% 5.9% 6.0% 4.9% 4.5% 3.3% 3.8% 3.5%934.7926.5LO929.7937.6929.4LO932.6934.7926.5LO929.7935.7927.5LO930.73:13:13:13:13:125.0%935.1 SOG 935.1 937.1 SOG 937.1 936.7 928.5 WO 928.5 33.3%932.5924.3WO924.3935.8927.6WO927.6933.2SOG933.2934.2SOG934.2937.1SOG937.1936.1SOG936.1933.4SOG 933.4930.1921.9LO925.1933.1924.9WO924.9 936.9928.7WO928.73:13:13:13:13:1 3:1 3: 1920920930930930922922924924926926926928928928932930930928928932 9009109209308989029049069089129149169189229249269289329 0 2 904 906 908 912 914 91 6 91 8 922 9249269289329349369389209209169169189189229229249249269289309229229249249269269269289329349 3 6 9 3 83:13:1 NWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLEOF31.79 4 0 9 3 4 9 3 4 9369369 3 8 9 4 2 944 94 4 932 934 93 6 938930932934932 932EXPANDED EXISTINGPOND 6NWL=927.0EX 100 YR HWL =930.4PR 100 YR HWL=929.5EOF=930.435.535.130.031.429.831.336.335.831.129.8LP31.2NWL NWL NWLNWLNWLNWLNWLNWLNWLNWLNWLNWL 36.035.935.435.036.036.235.22.8%SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSF SFSFSFSFSFSFSFSFSFSF SF SF S F S F SFSFSFSFSFSFSFSFSFSFSF SF SF SF SFSFSFSFSFSF HP33.5POND 2-REUSENWL=922.5BOTTOM = 913.0100 YR HWL = 925.6EOF=925.6BERM=926.12.7%4:11.7%0 1 2 3 4 5 0.8%33.3930930 930928932932 934934934 936936 920920920930 914914916916918918922922922924924924926926926928 93 2920920918918922924926928920930930914916918922924926928920920920914916918922924926926928928 37.237.229.831.329.831.131.430.036.236.0VALLEYGUTTER (TYP)0123 4567891011120 1 2 3 4 52.89%3.45%1.71%1.71%2.28%3.50%3.50%3.50%3.50%3.45%3.45%2.00%1.25%2.00%2.25%2.28%3.91%2.25%1.25%1.25%Overall LP 0+05.99ELEV 922.52 HP 5+30.29ELEV 935.49Overall HP 12+96.13 ELEV 936.07 2.26% 3.39%1.95% 2 .2 6 % 2 .2 6 %SILT FENCE (TYP.)INSTALL HEAVY DUTY SILTFENCE AT NWL OF POND (TYP.)INSTALL HEAVY DUTY SILTFENCE AT NWL OF POND (TYP.)26.326.226.0ROCKCONSTRUCTIONENTRANCE (TYP)NWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLPVI 2+00.36ELEV 928.57PVI 3+25.00ELEV 932.67ROCKCONSTRUCTIONENTRANCE (TYP)SURMOUNTABLECURB & GUTTER (TYP)SURMOUNTABLECURB & GUTTER (TYP)SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-GDF.DWG 194CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEPRELIMINARY GRADINGPLAN221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/244125702/05/2025RYAN BLUHMPIONEER RIDGE, LLC.PRELIMINARY PLANS© 2024 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'60'120'180'1" = 60'60'12' or 6'02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00PROPERTY LINEEXISTINGPROPOSEDINDEX CONTOURINTERVAL CONTOUREROSION CONTROL LEGENDEROSION CONTROL NOTES982980982980SILT FENCESFSTOSTORM SEWERTPFTREE PROTECTION FENCETREE LINERETAINING WALL (MODULAR BLOCK)GRADING LIMITSGL1.ALL SILT FENCE AND OTHER EROSION CONTROL FEATURES SHALL BE IN-PLACE PRIOR TO ANYEXCAVATION/CONSTRUCTION AND SHALL BE MAINTAINED UNTIL VIABLE TURF OR GROUNDCOVER HAS BEEN ESTABLISHED. EXISTING SILT FENCE ON-SITE SHALL BE MAINTAINED AND ORREMOVED AND SHALL BE CONSIDERED INCIDENTAL TO THE GRADING CONTRACT. IT IS OFEXTREME IMPORTANCE TO BE AWARE OF CURRENT FIELD CONDITIONS WITH RESPECT TOEROSION CONTROL. TEMPORARY PONDING, DIKES, HAY BALES, ETC., REQUIRED BY THE CITYSHALL BE INCIDENTAL TO THE GRADING CONTRACT.2.ALL STREETS DISTURBED DURING WORKING HOURS MUST BE CLEANED AT THE END OF EACHWORKING DAY. A ROCK ENTRANCE TO THE SITE MUST BE PROVIDED ACCORDING TO DETAILSTO REDUCE TRACKING OF DIRT ONTO PUBLIC STREETS.3.REDUNDANT PERIMETER SEDIMENT CONTROLS ARE NECESSARY WHEN SOIL DISTURBANCE ISWITHIN 50 FEET OF SURFACE WATERS. REDUNDANT SEDIMENT CONTROLS COULD INCLUDE:3.1.TWO ROWS OF SILT FENCE (SEPARATED BY 8 FEET); OR3.2.SILT FENCE AND A TOPSOIL BERM (STABILIZE BERM WITH MULCH); OR3.3.SILT FENCE AND FIBER LOGS; OR3.4.TOPSOIL BERM AND FIBER LOGS (STABILIZE BERM WITH MULCH).4.REDUNDANT SEDIMENT CONTROLS MUST BE INSTALLED PRIOR TO DISTURBING WITHIN 50 FEETOF THE SURFACE WATER.ROCK CONSTRUCTION ENTRANCEEROSION CONTROL BLANKETTURF REINFORCEMENT MATPOND NORMAL WATER LEVELSILT FENCE-POST GRADINGPOST-SFHEAVY DUTY SILT FENCEHDSFREDUNDANT SEDIMENT CONTROLRSCINLET PROTECTIONEROSION CONTROL CHECKS/BIOROLLSVARIES LAST REVISED:08/15/17TYPICAL LOTGD25AINDICATES A CUSTOM HOUSE PAD WHICH HAS NOT BEEN COMPLETELY GRADED OR PREPAREDTO PROPOSED GRADE. ELEVATIONS AND HOUSE STYLES SHOWN ARE ENGINEERS SUGGESTEDDESIGN FOR CUSTOM LOTS AND SHOULD BE VERIFIED WITH THE DEVELOPER.G980.6989.6 99980.0 983.0WO989.2 991.0983.0DRIVEWAY LOT CORNER ELEVATIONCUSTOMSOG = SLAB ON GRADE UNIT.WO = FULL BASEMENT WALKOUT, GRADED FOR 8.4' OF DIFFERENCE FROM THE REAR GROUND GRADE AT THE WALKOUT TO FRONT GROUND AT GARAGE DOOR.R = RAMBLER, GRADED FOR 7.7' OF DIFFERENCE FROM BASEMENT FLOOR ELEVATION TO FRONT GROUND GRADE AT GARAGE DOOR.R(1) = RAMBLER, GRADED FOR 7.0' OF DIFFERENCE FROM BASEMENT FLOOR ELEVATION TO FRONT GROUND GRADE AT GARAGE DOOR.LO = FULL BASEMENT LOOKOUT GRADED FOR 5.0' OF DIFFERENCE FROM THE REAR GROUND GRADE AT THE LOOKOUT TO THE FRONT GROUND GRADE AT THE GARAGE DOOR.DRAINAGE ARROWLOT NUMBERMINIMUM BASEMENTFLOOR ELEVATIONREAR GROUND GRADE ATWALKOUT/LOOKOUT (0.7'BELOW BASEMENT FLOORELEVATION FOR WALKOUT)FRONT GROUND GRADEAT GARAGE DOORNOTE:1.THE NUMBER IN THE PARENTHESIS INDICATES THE NUMBER OF BLOCKS THAT THE GARAGE IS DROPPED. EACH BLOCK=8".8 R C P S T RM 8" DIP WM 8" DIP WM 8" DIP WM HYD (TYP.)HYD (TYP.)8" PVC SDR 26 @ 0 .51%8" PVC SDR 26 @ 0.50%8" PVC SDR 26 @ 1.76%8" PVC SDR 26 @ 2.97% 8" PVC SD R 2 6 @ 2 . 0 8 %NWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWL NWL NWL NWLNWLNWLNWLNWLNWLNWLNWLNWLNWL IRON-ENHANCEDFILT. BASIN - 2W/FOREBAYOUTLET EL=922.5BOTTOM = 920.7100 YR HWL = 925.4DT IE = 918.7DT OUT=917.7OUTLET OUT=917.2EOF=925.4BERM=926.0R C P S T RMRCP STRMRCP STRMRCP S TRMRCP STRMNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLEXPANDED EXISTINGPOND 6NWL=927.0EX 100 YR HWL =930.4PR 100 YR HWL=929.7EOF=930.4PATIO GARAGE OLIVIA 2-STORY PORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCH 171819202122232425262728293031323334353637383940123456789101112131415161718192021414141112STREET ASTREET BPATIOGARAGEOLIVIA2-STORYPORCH1234567891011121314151620.00'20.00'40.00'20.00'45.99'42.30'20. 3 5 '36.00'20.00'20.00'58.00'60.00'58.00'60.00'20.00'40.00'20.00'30.96'40.38'57.70'61.32'55.44'64.05'40.00'45.74'38.21'HEMLOCK WAYMAYAPPLE PASS S A N SAN SAN SANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSSSSSSSSSWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WA T WA TWA TWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT ∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆BLUFF CREEK DRIVEPIONEER TRA IL HI G H W A Y 2 1 2 EX-MHRE = 929.30EX-MHRE = 916.64EX-MHRE = 910.08EX-MHRE = 906.09EX-MHRE = 903.48EX-MHRE = 899.85EX-MHRE = 900.85EX-MHRE = 924.43EX-MHRE = 924.39EX-MHRE = 901.83EX-MHRE = 904.73EX-MHRE = 923.28SEX-MHRE = 937.53SEX-MHRE = 937.43XXXX POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSANSANSANSANSANSANSANSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSTOSTOSTOPOH POH POH POH POHPOHPOHFOFOFO LIFTSTATION8" DIP WM0123 4567891011120 1 2 3 4 5FMFMFMFM0123EX. 15" STMEX. 12" STMEX. 20" STMEX. 12" STMEX. 12" STMEX. 15" STMEX. 12" STMEX. 24" STMEX. TRAIL 8" PVC SDR 26 @ 0.50%8" PVC SDR 26 @0.46%8" PVC SDR 26 @ 0.56%EX. TRAILMHRE=935.94IE=923.50 (8" S)MHRE=932.65IE=915.41 (8" W)MHRE=931.83IE=919.54 (8" S)MHRE=928.52IE=916.59 (8" W)MHRE=935.25IE=914.32 (8" SW)CBMHRE=929.03IE=923.59 (18" NE)CBMHRE=928.0824" FESRE=925.00CBMHRE=927.35IE=923.30 (18" N)CBMHRE=927.39IE=923.35 (12" E)STMHRE=928.59IE=922.72 (24" NE)12" FESRE=923.45OCSRE=923.85IE=920.78 (12" E)12" FES-83IE=920.50CBMHRE=924.26IE=914.37 (18" W)18" FESRE=915.8218" FESRE=916.33IE=914.50 (18" W)CBMHRE=932.00IE=927.20 (12" SE)CBMHRE=929.63IE=924.42 (12" S)IE=923.63 (18" E)CBMHRE=929.70IE=923.33 (21" NW)CBMHRE=929.83IE=923.05 (24" NE)MHRE=935.86IE=922.90 (8" W)MHRE=928.37IE=912.69 (8" W)MHRE=927.39IE=918.00 (4" E)CBMHRE=929.95IE=925.98 (12" NW)15" FESRE=927.17CBMHRE=924.39IE=914.26 (18" W)CBMHRE=929.98IE=925.76 (15" NW)MHRE=927.62IE= 912.154" FORCEMAINDIRECTIONALLY DRILLEDIE=916.13CONNECT FORCEMAININTO EX MHMHRE=927.31IE=912.33 (8" N)HYD (TYP.)8" GV (TYP.)8" DIP WM8" DIP WMSHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-UTP01.DWG 195CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEPRELIMINARY UTILITYPLAN221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/244125702/05/2025RYAN BLUHMPIONEER RIDGE, LLC.PRELIMINARY PLANS© 2024 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'60'120'180'1" = 60'60'12' or 6'02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00SANEXISTINGPROPOSEDSTOWATWATOVERALL UTILITY LEGEND1.THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONSPRIOR TO CONSTRUCTION AND NOTIFY THE OWNER OF ANYDIFFERENCES.2.UNLESS OTHERWISE NOTED, ALL MATERIALS, CONST.TECHNIQUES AND TESTING SHALL CONFORM TO THE 2018 ED.OF THE "STANDARD UTILITIES SPECIFICATIONS FOR WATERMAIN AND SERVICE LINE INSTALLATION AND SANITARY SEWERAND STORM SEWER INSTALLATION BY THE CITY ENGINEERINGASSOCIATION OF MINN." AND TO THE "STANDARDSPECIFICATION FOR HIGHWAY CONSTRUCTION" MINN. DEPT.OF TRANS., 2020 EDITION AND SUPPLEMENTALSPECIFICATIONS SEPTEMBER 2022. THE CONTRACTOR SHALLBE REQUIRED TO FOLLOW ALL PROCEDURES AS OUTLINED BYTHE LOCAL AGENCY.3.THE CONTRACTOR SHALL RECEIVE THE NECESSARY PERMITSFOR ALL WORK OUTSIDE OF THE PROPERTY LIMITS.4.VERIFY EXISTING INVERT LOCATION & ELEVATION PRIOR TOBEGINNING CONSTRUCTION.5.THE CONTRACTOR SHALL CONTACT "GOPHER STATE ONECALL" FOR FOR UTILITY LOCATIONS PRIOR TO UTILITYINSTALLATION.GENERAL UTILITY NOTESSDTSANITARY SEWERSTORM SEWERWATER MAINHYDRANTDRAIN TILE9 STREET 29109159209259309359409109159209259309359400+001+002+003+004+005+005+523.39%1.95%2.26%PVI STA = -0+00.00PVI ELEV = 923.98 L.P ELEV = 927.98L.P. STA = 1+77.24PVI STA = 2+00.36PVI ELEV = 928.51A.D. = 1.13%K = 40.9846.23' VCPVC = 1+77.24ELEV = 927.98PVT = 2+23.48ELEV = 929.29H.P ELEV = 933.06H.P. STA = 3+41.81PVI STA = 3+25.00PVI ELEV = 932.73A.D. = -1.44%K = 23.3533.63' VCPVC = 3+08.19ELEV = 932.16PVT = 3+41.81ELEV = 933.06STREET 19159209259309359409459509159209259309359409459500+001+002+003+004+005+006+007+008+009+0010+0011+0012+0012+973.50%-3.45%2.00%-2.00%1.25%3.91%2.25%-1.71%2.28%PVI STA = 0+05.99PVI ELEV = 922.52 PVI STA = 8+98.87 PVI ELEV = 928.18 PVI STA = 9+21.45 PVI ELEV = 928.63 PVI STA = 9+35.31 PVI ELEV = 928.35 PVI STA = 12+96.13 PVI ELEV = 936.07H.P ELEV = 927.43H.P. STA = 1+54.94PVI STA = 1+29.94PVI ELEV = 926.86A.D. = -1.22%K = 40.9350.00' VCPVC = 1+04.95ELEV = 925.99PVT = 1+54.94ELEV = 927.43 H.P ELEV = 935.49H.P. STA = 5+30.29PVI STA = 5+24.94PVI ELEV = 935.86A.D. = -3.99%K = 18.8075.00' VCPVC = 4+87.44ELEV = 935.01 PVT = 5+62.44 ELEV = 935.22 H.P ELEV = 931.16H.P. STA = 7+99.94PVI STA = 8+24.94PVI ELEV = 930.73A.D. = -1.74%K = 28.7150.00' VCPVC = 7+99.94 ELEV = 931.16 PVT = 8+49.94 ELEV = 929.87 H.P ELEV = 931.44H.P. STA = 10+24.94PVI STA = 9+99.94PVI ELEV = 930.88A.D. = -1.66%K = 30.0550.00' VCPVC = 9+74.94 ELEV = 929.90 PVT = 10+24.94 ELEV = 931.44 H.P ELEV = 934.56H.P. STA = 11+74.94PVI STA = 11+49.94PVI ELEV = 934.25A.D. = -1.00%K = 49.9250.00' VCPVC = 11+24.94 ELEV = 933.69 PVT = 11+74.94 ELEV = 934.56 SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-DTP01.DWG 196CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGESTREET PROFILES221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/244125702/05/2025RYAN BLUHMPIONEER RIDGE, LLC.© 2024 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com50'10' or 5'02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.0010 SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-DTP01.DWG 197CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEDETAILS221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/244125702/05/2025RYAN BLUHMPIONEER RIDGE, LLC.© 2024 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.0011 SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-DTP01.DWG 198CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEDETAILS221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/244125702/05/2025RYAN BLUHMPIONEER RIDGE, LLC.© 2024 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.0012 SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-DTP01.DWG 199CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEDETAILS221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/244125702/05/2025RYAN BLUHMPIONEER RIDGE, LLC.© 2024 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.0013 SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-DTP01.DWG 1910CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEDETAILS221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/244125702/05/2025RYAN BLUHMPIONEER RIDGE, LLC.© 2024 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.0014 SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-DTP01.DWG 1911CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEDETAILS221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/244125702/05/2025RYAN BLUHMPIONEER RIDGE, LLC.© 2024 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00SLAB ON GRADE (SOG)LOOK-OUT (LO)WALK-OUT (WO)7.3'7.3'6" TOPSOIL, SEED,& MULCH OR SOD3:1 SLOPE MAX .3:1 SLOPE MAX .6" TOPSOIL, SEED,& MULCH OR SOD15 ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆300301302SSXXPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOH POHPOHPOHPOHPOHPOHSTOSTOSANSANSANSANSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATSTOPOH POHPOHPOHPOHSTO STOHHFOFONWLNWLNWLNWLN W LNWLNWLNWLNWL NWL NWL NWL NWLNWLNWLNWLNWLNWLNWLSFSFSFSFSFSFSFSFSFSFSFSFSF SFSFSFSFSFSF SF SF S F SFSFSFSFSFSFSFSF SF SF SF SFSFSFSFFMFM FM02/05/202553774NICHOLAS T. MEYERSHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED LANDSCAPE ARCHITECT UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-TPP01.DWG 1912CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEOVERALL TREEPRESERVATION221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/24PIONEER RIDGE, LLC.© 2024 Westwood Professional Services, Inc.###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00DENOTES EXISTING CONIFEROUSTREE TO REMAINDENOTES EXISTING DECIDUOUSTREE TO REMAINDENOTES EXISTING CONIFEROUSTREE TO BE REMOVEDDENOTES EXISTING DECIDUOUSTREE TO BE REMOVEDDENOTES SILT FENCE /GRADING &DISTURBANCE LIMITSFTREE PRESERVATION REGULATIONSTREE PRESERVATION CALULATIONSLEGEND" T " POST OR EQUAL6' MAX.ORANGE MESH CONSTRUCTION FENCELOCATION AS SHOWN ON PLAN. MAINTAINMAXIMUM DISTANCE FROM TRUNK POSSIBLE.ORANGE CONSTRUCTION FENCESTAKED EVERY 6'1. PRUNING WILL BE DONE BY PROFESSIONALS DURING APPROPRIATE PRUNING SEASON.2.NO STORAGE OF MATERIALS, OPERATION OF MACHINERY, OR DEVELOPMENT OF ANY SORT WILL OCCURWITHIN THE FENCE-LINE WITHOUT APPROVAL IN WRITING FROM THE CITY.3.SITE GRADING TO BE DONE ONLY AFTER PROTECTIVE MEASURES HAVE BEEN TAKEN, CITY HAS APPROVEDFENCING LOCATIONS, AND ALL CONTRACTORS HAVE BEEN BRIEFED ON TREE PRESERVATION TECHNIQUES.LAST REVISED:05/28/15TREE PROTECTIONTP08NOTES:PLANELEVATIONDRIPLINE6' METAL FENCE POST. STAKE EVERY 6'MAXIMUM.TREE PROTECTION DETAILPRELIMINARYPLANS0'80'160'240'1" = 80'BASE LINE CANOPY COVERAGE PER ACRECOMPREHENSIVE PLAN DESIGNATIONCOMMERCIAL / INDUSTRIAL / INSTITUTIONALHIGH DENSITY RESIDENTIALMEDIUM DENSITY RESIDENTIALLOW DENSITY RESIDENTIALLARGE LOT RESIDENTIAL80%-100%28%35%40%55%68%60%-79%25%30%35%46%56%40%-59%20%25%30%35%43%20%-39%14%20%25%30%35%19% OR LESS10%15%20%25%25%(2)PRIOR TO THE SUBMITTAL OF DEVELOPMENT PLANS, A TREE SURVEY OF THE SITE SHALL BE PREPARED BY A REGISTERED LANDSCAPE ARCHITECT,LICENSED FORESTER, OR OTHER PROFESSIONAL APPROVED BY THE CITY. THE TREE SURVEY SHALL REFLECT CONDITIONS ON SITE AT THE TIME OFSUBMITTAL, OR SHALL HAVE BEEN REVIEWED AND UPDATED NO MORE THAN TWO YEARS PRIOR TO THE SUBMITTAL DATE. THIS SURVEY SHALLINCLUDE THE SPECIES, DBH SIZE, CONDITION, LOCATION OF ALL TREES OVER TEN INCHES IN DIAMETER AND ANY DAMAGED OR DISEASED TREESON SITE. ALL SIGNIFICANT SPECIAL, DAMAGED OR DISEASED TREES SHALL BE TAGGED AND IDENTIFIED BY NUMBER ON THE SURVEY. ADELINEATION OF THE EXISTING CANOPY COVERAGE AREA(S) WHICH OUTLINES ALL AREAS COVERED BY TREE CANOPY SHALL BE INCLUDED ASPART OF THE SURVEY. ADDITIONALLY, ALL DAMAGED AND DISEASED TREES SHALL BE CATALOGED WITH THE NATURE AND EXTENT OF ANYDAMAGE OR DISEASE SPECIFIED.a.BASED ON THIS SURVEY AND EITHER SITE OBSERVATION AND MEASUREMENT OR A CURRENT AERIAL PHOTOGRAPH (TAKEN WITHIN ONE YEAROF THE DATE OF PLAN SUBMITTAL) INTERPRETATION, THE FOLLOWING SHALL BE CALCULATED:1) BASE LINE CANOPY COVERAGE2) MINIMUM CANOPY COVERAGE REQUIREMENTSb.THE FOLLOWING TABLE SHALL BE USED TO DETERMINE THE MINIMUM AMOUNT OF CANOPY COVERAGE THAT MUST BE MAINTAINED ORPROVIDED ON-SITE AS PART OF THE DEVELOPMENT. IT SHALL REPRESENT THE MINIMUM CANOPY COVERAGE, CONSISTING OF EXISTING TREECANOPY AND/OR ADDITIONAL TREES REQUIRED FOR THE SITE. EXISTING WETLAND AREAS, BLUFF AREAS, AND DEDICATED PARK LANDLOCATED ON SITE SHALL BE EXCLUDED FROM THE CALCULATION OF SITE AREA IN THE DETERMINATION OF SITE COVERAGE. IF A FORESTED ISTO BE DEDICATED TO THE CITY FOR PARK LAND, THEN THIS AREA SHALL NOTE BE INCLUDED IN THE BASE LINE CANOPY COVERAGE AREACALCULATION NOR SHALL IT COUNT TOWARDS THE MINIMUM CANOPY COVERAGE FOR THE SITE.BASE LINE CANOPY COVERAGE IS THE CANOPY COVERAGE EXISTING AT THE TIME THE DEVELOPMENT APPLICATION IS FILED WITH THE CITY. MINIMUMCANOPY COVERAGE IS DETERMINED BY USING THE MATRIX.d. FOR DEVELOPMENTS THAT DO NOT MEET THE MINIMUM CANOPY COVERAGE, THE DEVELOPER SHALL BE REQUIRED TO DEVELOP AFORESTATION PLAN TO BRING THE TOTAL CANOPY COVERAGE UP TO THE MINIMUM REQUIREMENT. WHERE EXISTING WOODLANDS AREREMOVED OR THERE IS A LOSS OF TREES THAT WOULD OTHERWISE BE USED TO MEET THE CANOPY COVERAGE RETENTION REQUIREMENT, THEDEVELOPER SHALL DEVELOP A WOODLAND REPLACEMENT PLAN. THE REPLACEMENT PLAN MUST DESIGNATE AN AREA AT LEAST ONE ANDTWO-TENTHS (1.2) TIMES THE REMOVED CANOPY COVERAGE AREA THAT SHALL BE PLANTED WITH REPLACEMENT TREES FOR THOSE REMOVED.THESE PLANS SHALL LOCATE ADDITIONAL TREES EITHER AS A CONTINUATION OF EXISTING STANDS OF TREES THAT ARE TO BE PRESERVED ORCREATE NEW STANDS OF TREES IN DESIRABLE LOCATIONS SUCH AS ALONG ROADWAY CORRIDORS, ON THE NORTH AND WEST PERIMETERSOF THE DEVELOPMENT, IN COMMON OPEN AREAS, OR ADJACENT TO PARK FACILITIES.e. THE FOLLOWING CRITERIA SHALL BE FOLLOWED IN ESTABLISHING MINIMUM CANOPY COVERAGE:1) WHEN PLANTING TREES, ONE TREE SHALL BE DEEMED TO PROVIDE 1,089 SQUARE FEET OF REQUIRED CANOPY COVERAGE;2) TREES MUST BE FROM THE APPROVED LIST OF DESIRABLE SPECIES (PREFERENCE GIVEN FOR TREES DESIGNATED AS NATIVE);3) NO MORE THAN TEN PERCENT OF THE TREES MAY BE FROM ANY ONE TREE SPECIES, NO MORE THAN 20 PERCENT OF THE TREES MAY BEFROM ANY ONE GENUS, AND NO MORE THAN 30 PERCENT OF TREES FROM ANY ONE FAMILY;4) OVERSTORY TREES SHALL BE AT LEAST 212-INCH CALIPER AND UNDERSTORY TREES SHALL BE A MINIMUM OF 112-INCH CALIPER;5) CONIFER TREES SHALL BE A MINIMUM OF SIX FEET IN HEIGHT;6) PLANT MATERIALS USED FOR THE REFORESTATION SHALL BE OF A SIMILAR SPECIES AS VEGETATION FOUND ON-SITE;7) TREES SHALL BE USED THAT APPROPRIATE TO THE SOIL CONDITIONS FOUND ONSITE;8) TREES SHALL BE FROM CERTIFIED NURSERY STOCK AS DEFINED AND CONTROLLED BY M.S. §˜§˜ 18.44 THROUGH 18.61, THE PLANT PESTACT; AND9) NOT LESS THAN 75 PERCENT OF THE TOTAL TREES REQUIRED SHALL BE OVERSTORY SPECIES.BLUFF AREA DEDUCTIONTREE CANOPYTREE CANOPY SAVED16 ∆∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆300301SXXXX POH POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTOSANSANSANSANSTOSTOSTOSTOSTOSTOSTOSTO STOSTOSTOWATWATWAT WAT WAT WAT WAT WAT WATWATWATWATWATWATWATWATWATSTOSTOSTOHHFOFOFONWLNWL NWL NWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWL SFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSF SFSFSFSFSFSFSFSFSFSF SF SF S F S F S FFMFMFMFMFM500150025003500450055006500750085009501050115013501250145015501650175018501950205021502250235024502550265027 50285029503050315190519151925193519451955196519751985199SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED LANDSCAPE ARCHITECT UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-TPP01.DWG 1913CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEPRELIMINARY TREEPRESERVATION PLAN221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/24PIONEER RIDGE, LLC.02/05/202553774NICHOLAS T. MEYER© 2024 Westwood Professional Services, Inc.###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00PRELIMINARYPLANS0'50'100'150'1" = 50'DENOTES EXISTING CONIFEROUSTREE TO REMAINDENOTES EXISTING DECIDUOUSTREE TO REMAINDENOTES EXISTING CONIFEROUSTREE TO BE REMOVEDDENOTES EXISTING DECIDUOUSTREE TO BE REMOVEDDENOTES SILT FENCE /GRADING &DISTURBANCE LIMITSFLEGENDBLUFF AREA DEDUCTIONTREE CANOPYTREE CANOPY SAVED17 ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆∆X XPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOH POHSTOWATWATWATWATWATWATWATWATWATWATWATPOHPOHPOHPOHPOHPOHNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWL NWL NWLSFSFSFSFSF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSF SFSFSF SF SF SF SFSFSFSFSFSFSFSF 50165022502350245025502650275028502950305031503250335034503550365037503850395040504150425043504450455046504750485049505050515052505350545055505650575058505950605061506250635064506550665067506850695070507150725073507450755076507750785079508050815082508350845085508650875088508950905091509250935094509550965097509850995100510151025103510451055106510751085109511051115112511351145115511651175118511951205121512251235124512551265127512851295130513151325133513451355136513751385139514051415142514351445145514651475148514951505151515251535154515551565157515851595160516151625163516451655166516751685169517051715172517351745175517651775178517951805181518251835184518551865187518851895190519151925193519451955196519751985199SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED LANDSCAPE ARCHITECT UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-TPP01.DWG 1914CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEPRELIMINARY TREEPRESERVATION PLAN221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/24PIONEER RIDGE, LLC.02/05/202553774NICHOLAS T. MEYER© 2024 Westwood Professional Services, Inc.###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00PRELIMINARYPLANS0'50'100'150'1" = 50'DENOTES EXISTING CONIFEROUSTREE TO REMAINDENOTES EXISTING DECIDUOUSTREE TO REMAINDENOTES EXISTING CONIFEROUSTREE TO BE REMOVEDDENOTES EXISTING DECIDUOUSTREE TO BE REMOVEDDENOTES SILT FENCE /GRADING &DISTURBANCE LIMITSFLEGENDBLUFF AREA DEDUCTIONTREE CANOPYTREE CANOPY SAVED18 SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED LANDSCAPE ARCHITECT UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-TPP01.DWG 1915CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEPRELIMINARY TREEPRESERVATION DATA221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/24PIONEER RIDGE, LLC.02/05/202553774NICHOLAS T. MEYER© 2024 Westwood Professional Services, Inc.###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00PRELIMINARYPLANSTREE PRESERVATION DATA19 ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆300301302SSXXPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOH POHPOHPOHPOHPOHPOHSTOSTOSANSANSANSANSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATSTOPOH POHPOHPOHPOHSTO STOHHFOFOFMFMFM171819202122232425262728293031323334353637383940123456789101112131415161718192021414141112STREET ASTREET B12345678910111213141516COMMON / BOTANICAL NAMESIZEROOTSPACING O.C.MATURE SIZEDECIDUOUS TREES - 79AUTUMN GOLD MAIDENHAIR TREE / GINKGO BILOBA 'AUTUMN GOLD'2.5" CAL.B&BAS SHOWNH 50` W 30`COMMON HACKBERRY / CELTIS OCCIDENTALIS2.5" CAL.B&BAS SHOWNH 50`-75` W 50`DECAF® KENTUCKY COFFEETREE / GYMNOCLADUS DIOICA 'MCKBRANCHED'2.5" CAL.B&BAS SHOWNH 50` W 40`FALL FIESTA® SUGAR MAPLE / ACER SACCHARUM 'BAILSTA'2.5" CAL.B&BAS SHOWNH 50`-75` W 50`FRONTYARD® AMERICAN LINDEN / TILIA AMERICANA 'BAILYARD'2.5" CAL.B&BAS SHOWNH 60`-70` W 30`-40`NORTHERN CATALPA / CATALPA SPECIOSA2.5" CAL.B&BAS SHOWNH 40`-60` W 20`-40`PRINCETON AMERICAN ELM / ULMUS AMERICANA 'PRINCETON'2.5" CAL.B&BAS SHOWNH 60`-80` W 40`-60`RED OAK / QUERCUS RUBRA2.5" CAL.B&BAS SHOWNH 50`-70` W 40`-50`RED SUNSET® MAPLE / ACER RUBRUM 'FRANKSRED'2.5" CAL.B&BAS SHOWNH 45` W 35`RIVER BIRCH / BETULA NIGRA2.5" CAL.B&BAS SHOWNH 50`-75` W 50`SIENNA GLEN® MAPLE / ACER X FREEMANII 'SIENNA'2.5" CAL.B&BAS SHOWNH 40`-50` W 35`-40`SKYLINE® HONEY LOCUST / GLEDITSIA TRIACANTHOS INERMIS 'SKYCOLE'2.5" CAL.B&BAS SHOWNH 50` W 30`-35`SWAMP WHITE OAK / QUERCUS BICOLOR2.5" CAL.B&BAS SHOWNH 50`-60` W 60`-80`EVERGREEN TREES - 136BLACK HILLS SPRUCE / PICEA GLAUCA DENSATA6` HT.B&BAS SHOWNH 35`-45` W 20`-25`CONCOLOR FIR / ABIES CONCOLOR6` HT.B&BAS SHOWNH 40`-50` W 15`-30`NORWAY PINE / PINUS RESINOSA6` HT.B&BAS SHOWNH 50`-80` W 30`-40`NORWAY SPRUCE / PICEA ABIES6` HT.B&BAS SHOWNH 50`-70` W 25`-30`PONDEROSA PINE / PINUS PONDEROSA6` HT.B&BAS SHOWNH 60`-80` W 25`-30`ORNAMENTAL TREES - 2AUTUMN BRILLIANCE APPLE SERVICEBERRY / AMELANCHIER X GRANDIFLORA 'AUTUMN BRILLIANCE'6` HT., CLUMPB&BAS SHOWNH 20`-25` W 15`-18`QUAKING ASPEN / POPULUS TREMULOIDES2.0" CAL.B&BAS SHOWNH 30`-40` W 20`ROYAL SPLENDOR CRABAPPLE / MALUS X 'ROYAL SPLENDOR'2.0" CAL.B&BAS SHOWNH 20` W 20`SHOWTIME™ CRABAPPLE / MALUS X 'SHOTIZAM'2.0" CAL.B&BAS SHOWNH 15`-20` W 12`-15`SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED LANDSCAPE ARCHITECT UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-PLP01.DWG 1916CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEOVERALL PRELIMINARYLANDSCAPE PLAN221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/24PIONEER RIDGE, LLC.02/05/202553774NICHOLAS T. MEYER© 2024 Westwood Professional Services, Inc.###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00PRELIMINARY PLANT SCHEDULELANDSCAPE PROVISIONS & REQUIREMENTSPRELIMINARYPLANS0'80'160'240'1" = 80'ABBREVIATIONS: B&B = BALLED AND BURLAPPED CAL. = CALIPER HT. = HEIGHT MIN. =MINIMUM O.C. = ON CENTER SP. = SPREADQTY .= QUANTITY CONT. = CONTAINERNOTE: QUANTITIES ON PLAN SUPERSEDE LIST QUANTITIES IN THE EVENT OF A DISCREPANCY. GROUNDCOVER LEGENDSTORMWATER NATIVESEED MIX 33-261(0.21 AC)EVERGREENTREEDECIDUOUSOVERSTORYSTREET TREEORNAMENTALTREEDECIDUOUSOVERSTORYTREEPLANT LEGENDGENERAL NOTES* ALL STREET BOULEVARDS TO BE SODDED.* ALL DISTURBED AREAS TO BE SODDEDUNLESS NOTED OTHERWISE.1.TREE LOCATIONS AND SPACING ARE SUBJECT TO CHANGE BASED ON CONSTRUCTED PARKING LOT,SIDEWALK, AND UTILITY LOCATIONS.2.PARKING LOT TREES SHALL BE PLANTED 5' FROM BACK OF CURB IN A LOCATION THAT DOES NOTINTERFERE WITH CURBSTOPS OR INDIVIDUAL SEWER & WATER CONNECTIONS.3.STREET TREES (ON THE PUBLIC RIGHT OF WAY) SHALL BE PLANTED MIN 11' FROM BACK OF CURB ORSIDEWALK IN A LOCATION THAT DOES NOT INTERFERE WITH INDIVIDUAL SEWER, WATER CONNECTIONS,AND EASEMENTS.3.STREET TREES (ON THE PRIVATE RIGHT OF WAY) SHALL BE PLANTED MIN 9' FROM BACK OF CURB ORSIDEWALK IN A LOCATION THAT DOES NOT INTERFERE WITH INDIVIDUAL SEWER, WATER CONNECTIONS,AND EASEMENTS.4.NO PLANTING WILL BE INSTALLED UNTIL ALL GRADING AND CONSTRUCTION HAS BEEN COMPLETED INTHE IMMEDIATE AREA.5.DECIDUOUS TREES SHOULD BE LOCATED A MINIMUM OF 5' OFF ANY UTILITY PIPE AND CONIFEROUSTREES TREES SHOULD BE LOCATED A MINIMUM OF 15' OFF ANY UTILITY PIPE.6.NO TREE SHOULD BE LOCATED WITHIN 10' OF A HYDRANT OR 15' FROM A STREETLIGHT.7.NO DECIDUOUS TREE WITHIN 5' OF A SIDEWALK OR TRAIL AND NO CONIFEROUS TREES WITHIN 15' OF APROPOSED SIDEWALK OR TRAIL.EXISTINGCONIFEROUS TREETO REMAINEXISTINGDECIDUOUS TREETO REMAIN20 ∆∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆300301SXXXX POH POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTOSANSANSANSANSTOSTOSTOSTOSTOSTOSTOSTO STOSTOSTOWATWATWAT WAT WAT WAT WAT WAT WATWATWATWATWATWATWATWATWATSTOSTOSTOHHFOFOFOFMFMFMFMFMSHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED LANDSCAPE ARCHITECT UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-PLP01.DWG 1917CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEPRELIMINARYLANDSCAPE PLAN &NOTES221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/24PIONEER RIDGE, LLC.02/05/202553774NICHOLAS T. MEYER© 2024 Westwood Professional Services, Inc.###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00PRELIMINARYPLANS0'50'100'150'1" = 50'1.CONTRACTOR SHALL CONTACT COMMON GROUND ALLIANCE AT 811 OR CALL811.COM TOVERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES PRIOR TO INSTALLATION OF ANY PLANTSOR LANDSCAPE MATERIAL.2.ACTUAL LOCATION OF PLANT MATERIAL IS SUBJECT TO FIELD AND SITE CONDITIONS.3.NO PLANTING WILL BE INSTALLED UNTIL ALL GRADING AND CONSTRUCTION HAS BEENCOMPLETED IN THE IMMEDIATE AREA.4.ALL SUBSTITUTIONS MUST BE APPROVED BY THE LANDSCAPE ARCHITECT PRIOR TO SUBMISSIONOF ANY BID AND/OR QUOTE BY THE LANDSCAPE CONTRACTOR.5.CONTRACTOR SHALL PROVIDE TWO YEAR GUARANTEE OF ALL PLANT MATERIALS. THEGUARANTEE BEGINS ON THE DATE OF THE LANDSCAPE ARCHITECT'S OR OWNER'S WRITTENACCEPTANCE OF THE INITIAL PLANTING. REPLACEMENT PLANT MATERIAL SHALL HAVE A ONEYEAR GUARANTEE COMMENCING UPON PLANTING.6.ALL PLANTS TO BE SPECIMEN GRADE, MINNESOTA-GROWN AND/OR HARDY. SPECIMEN GRADESHALL ADHERE TO, BUT IS NOT LIMITED BY, THE FOLLOWING STANDARDS:ALL PLANTS SHALL BE FREE FROM DISEASE, PESTS, WOUNDS, SCARS, ETC.ALL PLANTS SHALL BE FREE FROM NOTICEABLE GAPS, HOLES, OR DEFORMITIES.ALL PLANTS SHALL BE FREE FROM BROKEN OR DEAD BRANCHES.ALL PLANTS SHALL HAVE HEAVY, HEALTHY BRANCHING AND LEAFING.CONIFEROUS TREES SHALL HAVE AN ESTABLISHED MAIN LEADER AND A HEIGHT TO WIDTHRATIO OF NO LESS THAN 5:3.7.PLANTS TO MEET AMERICAN STANDARD FOR NURSERY STOCK (ANSI Z60.1-2014 OR MOSTCURRENT VERSION) REQUIREMENTS FOR SIZE AND TYPE SPECIFIED.8. PLANTS TO BE INSTALLED AS PER MNLA & ANSI STANDARD PLANTING PRACTICES.9.PLANTS SHALL BE IMMEDIATELY PLANTED UPON ARRIVAL AT SITE. PROPERLY HEEL-INMATERIALS IF NECESSARY; TEMPORARY ONLY.10.PRIOR TO PLANTING, FIELD VERIFY THAT THE ROOT COLLAR/ROOT FLAIR IS LOCATED AT THETOP OF THE BALLED & BURLAP TREE. IF THIS IS NOT THE CASE, SOIL SHALL BE REMOVED DOWNTO THE ROOT COLLAR/ROOT FLAIR. WHEN THE BALLED & BURLAP TREE IS PLANTED, THE ROOTCOLLAR/ROOT FLAIR SHALL BE EVEN OR SLIGHTLY ABOVE FINISHED GRADE.11.OPEN TOP OF BURLAP ON BB MATERIALS; REMOVE POT ON POTTED PLANTS; SPLIT AND BREAKAPART PEAT POTS.12.PRUNE PLANTS AS NECESSARY - PER STANDARD NURSERY PRACTICE AND TO CORRECT POORBRANCHING OF EXISTING AND PROPOSED TREES.13.WRAP ALL SMOOTH-BARKED TREES - FASTEN TOP AND BOTTOM. REMOVE BY APRIL 1ST.14.STAKING OF TREES AS REQUIRED; REPOSITION, PLUMB AND STAKE IF NOT PLUMB AFTER ONEYEAR.15.THE NEED FOR SOIL AMENDMENTS SHALL BE DETERMINED UPON SITE SOIL CONDITIONS PRIORTO PLANTING. LANDSCAPE CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT FOR THE NEEDOF ANY SOIL AMENDMENTS.16.BACKFILL SOIL AND TOPSOIL TO ADHERE TO MN/DOT STANDARD SPECIFICATION 3877 (SELECTTOPSOIL BORROW) AND TO BE EXISTING TOP SOIL FROM SITE FREE OF ROOTS, ROCKS LARGERTHAN ONE INCH, SUBSOIL DEBRIS, AND LARGE WEEDS UNLESS SPECIFIED OTHERWISE.MINIMUM 4" DEPTH TOPSOIL FOR ALL LAWN GRASS AREAS AND 12" DEPTH TOPSOIL FOR TREE,SHRUBS, AND PERENNIALS.17.MULCH TO BE AT ALL TREE, SHRUB, PERENNIAL, AND MAINTENANCE AREAS. TREE AND SHRUBPLANTING BEDS SHALL HAVE 4" DEPTH OF SHREDDED HARDWOOD MULCH. SHREDDEDHARDWOOD MULCH TO BE USED AROUND ALL PLANTS WITHIN TURF AREAS. PERENNIAL ANDORNAMENTAL GRASS BEDS SHALL HAVE 2" DEPTH SHREDDED HARDWOOD MULCH. MULCH TOBE FREE OF DELETERIOUS MATERIAL AND COLORED RED, OR APPROVED EQUAL. ROCK MULCHTO BE BUFF LIMESTONE, 1 1/2" TO 3" DIAMETER, AT MINIMUM 3" DEPTH, OR APPROVED EQUAL.ROCK MULCH TO BE ON COMMERCIAL GRADE FILTER FABRIC, BY TYPAR, OR APPROVED EQUALWITH NO EXPOSURE. MULCH AND FABRIC TO BE APPROVED BY OWNER PRIOR TOINSTALLATION. MULCH TO MATCH EXISTING CONDITIONS (WHERE APPLICABLE).18.EDGING TO BE COMMERCIAL GRADE VALLEY-VIEW BLACK DIAMOND (OR EQUAL) POLY EDGINGOR SPADED EDGE, AS INDICATED. POLY EDGING SHALL BE PLACED WITH SMOOTH CURVES ANDSTAKED WITH METAL SPIKES NO GREATER THAN 4 FOOT ON CENTER WITH BASE OF TOP BEADAT GRADE, FOR MOWERS TO CUT ABOVE WITHOUT DAMAGE. UTILIZE CURBS AND SIDEWALKSFOR EDGING WHERE POSSIBLE. SPADED EDGE TO PROVIDE V-SHAPED DEPTH AND WIDTH TOCREATE SEPARATION BETWEEN MULCH AND GRASS. INDIVIDUAL TREE, SHRUB, ORRAIN-GARDEN BEDS TO BE SPADED EDGE, UNLESS NOTED OTHERWISE. EDGING TO MATCHEXISTING CONDITIONS (WHERE APPLICABLE).19.ALL DISTURBED AREAS TO BE SODDED OR SEEDED, UNLESS OTHERWISE NOTED. PARKING LOTISLANDS TO BE SODDED WITH SHREDDED HARDWOOD MULCH AROUND ALL TREES ANDSHRUBS. SOD TO BE STANDARD MINNESOTA GROWN AND HARDY BLUEGRASS MIX, FREE OFLAWN WEEDS. ALL TOPSOIL AREAS TO BE RAKED TO REMOVE DEBRIS AND ENSURE DRAINAGE.SLOPES OF 3:1 OR GREATER SHALL BE STAKED. SEED AS SPECIFIED AND PER MN/DOTSPECIFICATIONS. IF NOT INDICATED ON LANDSCAPE PLAN, SEE EROSION CONTROL PLAN.20.PROVIDE IRRIGATION TO ALL PLANTED AREAS ON SITE. IRRIGATION SYSTEM TO BEDESIGN/BUILD BY LANDSCAPE CONTRACTOR. LANDSCAPE CONTRACTOR TO PROVIDE SHOPDRAWINGS TO LANDSCAPE ARCHITECT FOR APPROVAL PRIOR TO INSTALLATION OF IRRIGATIONSYSTEM. CONTRACTOR TO PROVIDE OPERATION MANUALS, AS-BUILT PLANS, AND NORMALPROGRAMMING. SYSTEM SHALL BE WINTERIZED AND HAVE SPRING STARTUP DURING FIRSTYEAR OF OPERATION. SYSTEM SHALL HAVE ONE-YEAR WARRANTY ON ALL PARTS AND LABOR.ALL INFORMATION ABOUT INSTALLATION AND SCHEDULING CAN BE OBTAINED FROM THEGENERAL CONTRACTOR.21.CONTRACTOR SHALL PROVIDE NECESSARY WATERING OF PLANT MATERIALS UNTIL THE PLANTIS FULLY ESTABLISHED OR IRRIGATION SYSTEM IS OPERATIONAL. OWNER WILL NOT PROVIDEWATER FOR CONTRACTOR.22.REPAIR, REPLACE, OR PROVIDE SOD/SEED AS REQUIRED FOR ANY ROADWAY BOULEVARD AREASADJACENT TO THE SITE DISTURBED DURING CONSTRUCTION.23.REPAIR ALL DAMAGE TO PROPERTY FROM PLANTING OPERATIONS AT NO COST TO OWNER.24.RAIN GARDEN NOTE: PROVIDE AND INSTALL EROSION CONTROL BLANKET AT RAIN GARDENAREA SIDE SLOPES AFTER ALL PLANTING HAVE BEEN INSTALLED. BLANKET TO BE ONE SEASONGEOJUTE, MN/DOT CATEGORY 2 (STRAW 1S, WOOD FIBER 1S), OR APPROVED EQUAL. BLANKETTO BE OVERLAPPED BY 4" AND ANCHORED BY SOD STAPLES. PLACE BLANKET PERPENDICULARTO THE SLOPE. TRENCH IN EDGES OF BLANKET AREA TO PREVENT UNDER MINING. PROVIDESILT FENCE AT TOP OF SLOPE AS NEEDED. SHREDDED HARDWOOD MULCH TO MATCH OTHERPROJECT PLANTING MULCH. PLACE 4" DEPTH OF MULCH AT ALL PLANTING AND EROSIONCONTROL BLANKET AREA (NO FILTER FABRIC). SEE RAIN GARDEN DETAIL FOR FURTHERINFORMATION. RAIN GARDEN TO PROVIDE PROPER INFILTRATION AND DRAINAGEREQUIREMENTS PER ENGINEERS APPROVAL.PLANTING NOTESEVERGREENTREEDECIDUOUSOVERSTORYSTREET TREEORNAMENTALTREEDECIDUOUSOVERSTORYTREEPLANT LEGENDEXISTINGCONIFEROUS TREETO REMAINEXISTINGDECIDUOUS TREETO REMAINGROUNDCOVER LEGENDSTORMWATER NATIVESEED MIX 33-261(0.7 AC)* ALL STREET BOULEVARDS TO BE SODDED.* ALL DISTURBED AREAS TO BE SODDEDUNLESS NOTED OTHERWISE.21 ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆∆X XPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOH POHSTOWATWATWATWATWATWATWATWATWATWATWATPOHPOHPOHPOHPOHPOH02/05/202553774NICHOLAS T. MEYERSHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED LANDSCAPE ARCHITECT UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-PLP01.DWG 1918CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEPRELIMINARYLANDSCAPE PLAN &DETAILS221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/24PIONEER RIDGE, LLC.© 2024 Westwood Professional Services, Inc.###### or ##02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00PRELIMINARYPLANS0'50'100'150'1" = 50'PLANTING DETAILLAST REVISED:10/19/18DECIDUOUS TREEPLANTINGLA28N.T.S.SET ROOT BALL ON UNDISTURBED SUBSOILOR COMPACTED SOIL MOUND MATCHINGTREES NATURAL GROUNDLINE WITH FINISHEDSITE GRADE.REFER TO AMERICAN STANDARD FORNURSERY STOCK FOR MINIMUM BALL SIZE.ROOT FLARE TO BE PLANTED AT OR NEARFINISHED GROUNDLINE.SCARIFY SIDES AND BOTTOM OF HOLE.BACKFILL PLANT PIT WITH SPECIFIED BACKFILLSOIL.FORM 3" DEEP WATERING BASIN.PLACE MULCH, DEPTH AS SPECIFIED, OVERPLANT PITS - DO NOT PILE AGAINST TRUNK.TREE WRAP MATERIAL FROM GROUNDLINEUPWARD TO FIRST BRANCHES, AS REQUIRED.PRUNE OUT MISDIRECTED BRANCHES.PROVIDE ONE CENTRAL LEADER.GUYING AND STAKING, AS REQUIRED, FORONE (1) YEAR ON ALL DECIDUOUS ANDCONIFEROUS TREES:TOP STAKES 5' ABOVE GROUND (MAX.)OR TO FIRST BRANCH. BOTTOM OFSTAKE 3' (MIN.) BELOW GROUND.STAKING POSTS TO BE 2"X2" STAINEDWOOD OR PAINTED STEEL DELINEATORPOSTS. PLACE 3 POSTS EQUIDISTANTAROUND AND OUTSIDE ROOT BALL.SECURE TREE TO POSTS WITH 16" LONGPOLYPROPYLENE OR POLYETHYLENE, 40MIL., 1.5" WIDE STRAP.2XBALLDIAMETERSET ROOT BALL ON UNDISTURBED SUBSOILOR COMPACTED SOIL MOUND MATCHINGTREES NATURAL GROUNDLINE WITHFINISHED SITE GRADE.REFER TO AMERICAN STANDARD FORNURSERY STOCK FOR MINIMUM BALL SIZE.ROOT FLARE TO BE PLANTED AT OR NEARFINISHED GROUNDLINE.SCARIFY SIDES AND BOTTOM OF HOLE.BACKFILL PLANT PIT WITH SPECIFIEDBACKFILL SOIL.FORM 3" DEEP WATERING BASIN.PLACE MULCH, DEPTH AS SPECIFIED, OVERPLANT PITS - DO NOT PILE AGAINST TRUNK.PRUNE OUT MISDIRECTED BRANCHES.PROVIDE ONE CENTRAL LEADER.GUYING AND STAKING, AS REQUIRED, FORONE (1) YEAR ON ALL DECIDUOUS ANDCONIFEROUS TREES:TOP STAKES 5' ABOVE GROUND (MAX.)OR TO FIRST BRANCH. BOTTOM OFSTAKE 3' (MIN.) BELOW GROUND.STAKING POSTS TO BE 2"X2" STAINEDWOOD OR PAINTED STEEL DELINEATORPOSTS. PLACE 3 POSTS EQUIDISTANTAROUND AND OUTSIDE ROOT BALL.SECURE TREE TO POSTS WITH 16" LONGPOLYPROPYLENE OR POLYETHYLENE, 40MIL., 1.5" WIDE STRAP.2XBALLDIAMETERLAST REVISED:10/19/18EVERGREEN TREEPLANTINGLA29N.T.S.EVERGREENTREEDECIDUOUSOVERSTORYSTREET TREEORNAMENTALTREEDECIDUOUSOVERSTORYTREEPLANT LEGENDEXISTINGCONIFEROUS TREETO REMAINEXISTINGDECIDUOUS TREETO REMAINGROUNDCOVER LEGENDSTORMWATER NATIVESEED MIX 33-261(0.7 AC)* ALL STREET BOULEVARDS TO BE SODDED.* ALL DISTURBED AREAS TO BE SODDEDUNLESS NOTED OTHERWISE.22 BLUFF CREEK DRIVEPIONEER TRA IL HI G H W A Y 2 1 2 STOSTOSANSANSANSANSANSANSANSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTOSTOPATIO GARAGE OLIVIA 2-STORY PORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCH 171819202122232425262728293031323334353637383940123456789101112131415161718192021414141112STREET ASTREET BPATIOGARAGEOLIVIA2-STORYPORCH1234567891011121314151620.00'20.00'40.00'20.00'45.99'42.30'20. 3 5 '36.00'20.00'20.00'58.00'60.00'58.00'60.00'20.00'40.00'20.00'30.96'40.38'57.70'61.32'55.44'64.05'40.00'45.74'38.21'31.5NWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWL NWL NWL NWLNWLNWLNWLNWLNWLNWLNWLNWLNWL0.00.00.00.00.00.00.00.00.10.20.20.20.10.10.10.10.10.10.10.00.00.00.00.00.00.00.00.00.00.61.21.40.80.60.50.30.20.10.10.10.00.00.00.00.00.00.00.00.00.00.00.03.43.92.21.50.80.40.30.20.10.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.01.00.00.00.00.00.00.03.02.21.00.20.00.00.00.00.00.00.00.04.82.00.40.00.00.00.00.00.00.00.00.03.11.40.40.10.00.00.00.00.00.00.01.60.50.10.00.00.00.00.00.00.90.60.20.00.00.00.00.00.00.20.50.40.00.00.00.00.00.00.00.20.30.00.00.10.10.10.20.00.10.10.00.00.10.10.20.30.00.00.10.10.10.20.40.71.30.00.00.00.10.20.51.12.12.00.00.00.00.10.10.41.63.92.52.40.00.00.00.00.10.41.01.11.41.00.50.20.10.00.00.00.20.30.40.50.40.30.10.10.00.00.00.00.00.10.20.20.20.10.10.00.00.00.00.00.00.00.00.00.10.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.00.00.00.10.10.10.20.30.00.00.00.00.00.00.00.00.00.10.10.10.20.20.20.20.40.60.50.30.20.20.20.10.10.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.10.20.40.71.42.62.90.00.00.00.00.00.10.10.20.20.40.60.91.22.92.61.10.80.60.30.20.10.10.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.10.20.30.50.60.91.90.10.20.30.40.81.62.92.12.52.71.40.70.40.20.10.10.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.10.10.10.10.20.30.20.40.71.30.70.40.20.00.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.00.10.10.10.10.00.00.00.10.20.20.10.00.00.00.10.30.30.20.10.40.60.10.61.10.20.72.10.31.42.50.31.94.7ROADWAY CALCULATIONLALALALALALASHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-LL01.DWG 1919CHANHASSEN, MINNESOTA02/05/2025RMBRMBEJKPIONEER RIDGEPHOTOMETRIC PLAN221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE12/13/244125702/05/2025RYAN BLUHMPIONEER RIDGE, LLC.PRELIMINARY PLANS© 2024 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'60'120'180'1" = 60'60'12' or 6'02/05/2025....REVISED SITE PLAN....PROJECT NUMBER: 0050930.00EXISTINGPROPOSEDCURB AND GUTTERPHOTOMETRIC LEGEND1.0 FOOT CANDLE ISOLINE0.5 FOOT CANDLE ISOLINE0.1 FOOT CANDLE ISOLINEPOLE MOUNT LIGHT FIXTURE23 24 25 26 27 28 29 PREPARED BY: PREPARED FOR: Pioneer Ridge, LLC. Burnsville, Minnesota TRAFFIC IMPACT ANALYSIS Pioneer Ridge Chanhassen, Minnesota JUNE 21, 2024 30 Traffic Impact Analysis for Pioneer Ridge City of Chanhassen, Minnesota Prepared For: Pioneer Ridge, LLC. 221 River Ridge Circle S Burnsville, Minnesota 55337 Prepared By: Camie Ferrier, P.E., PTOE Allyson Deijkers Westwood Professional Services 1 Systems Drive Appleton, WI 54914 (920) 830-6324 I hereby certify that this engineering document was prepared by me or under my direct personal supervision and that I am a duly licensed Professional Engineer under the laws of the State of Minnesota. Minnesota Professional Engineering License 58459 Exp: 06/30/2026 Project Number: P0050930.00 Date: 6/21/2024 6/21/2024 31 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota Table of Contents 1.0 Executive Summary ....................................................................................... 1 2.0 Introduction ................................................................................................. 3 3.0 Existing Conditions....................................................................................... 4 3.1 Existing Land Use ........................................................................................................... 4 3.2 Regional Access .............................................................................................................. 4 3.3 Parcel Access................................................................................................................... 4 3.4 Study Area Intersections ................................................................................................ 4 3.5 Existing Lane Configuration and Traffic Control ........................................................... 4 3.6 Existing Turning Movements ......................................................................................... 4 4.0 Future Conditions ......................................................................................... 8 4.1 Year 2026 and 2040 Background Lane Configuration and Traffic Control .................. 8 4.2 Year 2026 Background Traffic Volumes ........................................................................ 8 4.3 Year 2040 No-Build Traffic Volumes ............................................................................. 8 4.3 Project Trip Generation ................................................................................................ 12 4.4 Project Trip Distribution .............................................................................................. 14 4.5 Project Trip Assignment ............................................................................................... 14 4.6 Full Buildout Condition Traffic Volumes ..................................................................... 14 4.7 Year 2040 No-Build Condition Traffic Volumes .......................................................... 14 5.0 Traffic Capacity Analysis ............................................................................. 19 5.1 Operational Analysis Methodology .............................................................................. 19 5.2 Study Intersection Operational Analysis ...................................................................... 20 5.3 Left and Right Turn Storage Bay Analysis ................................................................... 20 6.0 Safety Analysis ............................................................................................. 22 6.1 Crash Data .................................................................................................................... 22 6.2 Data Analysis ................................................................................................................ 22 6.3 Sight Distance Analysis ................................................................................................ 22 7.0 Conclusions and Recommendations ........................................................... 28 32 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota ii | Confidential and Proprietary. TBPLS Firm #10074302 Figures Figure 1 – Study Area and Intersection Identifier ............................................................................ 5 Figure 2 –Existing Year 2024 Lane Configuration and Traffic Control ........................................... 6 Figure 3 – Year 2024 Existing Traffic Volumes ............................................................................... 7 Figure 4 – Year 2026 Background (No-Build) Lane Configuration and Traffic Control ................. 9 Figure 5 – Year 2026 Background (No-Build) Traffic Volumes ..................................................... 10 Figure 6 - Year 2040 Background (No-Build) Traffic Volumes ...................................................... 11 Figure 7 – Year 2026 Project Buildout Conditions Lane Configuration and Traffic Control ........ 13 Figure 8 –Primary Trip Distribution .............................................................................................. 15 Figure 9 – Proposed Trip Assignment ............................................................................................ 16 Figure 10 – Year 2026 Total Traffic Volumes................................................................................. 17 Figure 11 – Year 2040 Total Traffic Volumes ................................................................................. 18 Figure 12 – Crash Diagram at Pioneer Trail and Bluff Creek Drive ............................................... 24 Figure 13 – Intersection Site Distance Diagram – Bluff Creek Drive and Street A ........................ 25 Figure 14 – Intersection Site Distance Diagram – Bluff Creek Drive and Street A ........................ 26 Figure 15 – Intersection Site Distance Diagram – Pioneer Trail and Street B ............................... 27 Tables Table 1 – Peak Hour Turning Movement Count Dates .................................................................... 4 Table 2 – Pioneer Ridge Total Vehicular Trip Generation ............................................................. 12 Table 3 – Level of Service Criteria .................................................................................................. 19 Table 4 – Peak Hour Intersection Capacity Analysis Results Summary ........................................ 21 Table 5 – Crash Data Summary ...................................................................................................... 22 Table 6 – Crash Rates Summary .................................................................................................... 22 Appendices Appendix A: Existing Peak Hour Traffic Count Data Appendix B: Information from the Minnesota Department of Transportation (MnDOT) Traffic Mapping Application Growth Rate Calculations Appendix C: Project Trip Generation Appendix D: Synchro Capacity Analyses Appendix E: Crash Data Intersection Crash Rate Calculations Appendix F: Pioneer Ridge Project Information 33 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 1 | Confidential and Proprietary. TBPLS Firm #10074302 1.0 Executive Summary Westwood Professional Services, Inc. (Westwood) has been retained by Pioneer Ridge, LLC. to prepare a Traffic Impact Analysis (TIA) for the Pioneer Ridge project. Pioneer Ridge project includes 60 single-family attached housing dwelling units that are proposed for development on approximately +/- 11.75 acres located in Chanhassen, Minnesota. Full buildout and occupancy of this project is expected to occur in the Year 2026. This TIA will contain investigations of the potential impacts of the current development plan on the existing and planned roadway infrastructure and develop recommendations for mitigating the identified impacts. This TIA contains the following analyses at the study intersections and driveways:  Intersection Level of Service Analysis  Left Turn and Right Turn Storage Lane Analysis  Safety Analysis These analyses will be performed within the following scenarios: 1. Year 2024 Existing Conditions 2. Year 2026 Background (No-Build) Conditions 3. Year 2026 Project Buildout Conditions 4. Year 2040 No-Build Conditions 5. Year 2040 Project Buildout Conditions This TIA addresses anticipated future conditions at the following one (1) public street intersection: 1. Pioneer Trail and Bluff Creek Drive (Intersection #1) This study also addresses anticipated future conditions at two (2) private driveways: 1. Bluff Creek Drive and Driveway A 2. Pioneer Trail and Driveway B The proposed Pioneer Ridge project is anticipated to generate a total of 631 daily weekday trip ends, including 47 primary AM peak hour trips and 61 primary PM peak hour trips on an average weekday upon full buildout. All intersections are anticipated to operate with acceptable LOS in the AM and PM peak hours. All impacted left and right turn storage bays are anticipated to have adequate storage for Year 2026 and 2040 Full Buildout Condition Scenarios. A total of 9 crashes were recorded at the one (1) intersection adjacent to the project site with crash data during the most recent available five-year period. Of those 9 crashes, 7 crashes (78%) were property damage only crashes and the remaining 2 crashes (22%) accounting for injuries to 3 34 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 2 | Confidential and Proprietary. TBPLS Firm #10074302 people. There were no observed fatal crashes. The study intersection has an observed crash rate above its corresponding critical rate. The sight distance analysis shows that the proposed location for Driveway A will not meet the desirable requirements for sight distance for the left turn from minor road or for the right turn from the minor road due to the existing ground profiles. Grading the existing hill back from the roadway is an option to provide the desirable intersection sight distance looking to the south. The sight distance analysis shows that the proposed location for Driveway B will meet the desirable requirements for sight distance for the right turn from the minor road. 35 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 3 | Confidential and Proprietary. TBPLS Firm #10074302 2.0 Introduction Westwood Professional Services, Inc. (Westwood) has been retained by Pioneer Ridge, LLC. to prepare a Traffic Impact Analysis (TIA) for the Pioneer Ridge project. The Pioneer Ridge project includes 60 single family attached housing dwelling units that are proposed for development on approximately +/- 11.75 acres located in Chanhassen, Minnesota. Full buildout and occupancy of this project is expected to occur in the Year 2026. This TIA will contain investigations of the potential impacts of the current development plan on the existing and planned roadway infrastructure and develop recommendations for mitigating the identified impacts. This TIA contains the following analyses at the study intersections and driveways:  Intersection Level of Service Analysis  Left Turn and Right Turn Storage Lane Analysis  Safety Analysis These analyses will be performed within the following scenarios: 1 Year 2023 Existing Conditions 2 Year 2026 Background (No-Build) Conditions 3 Year 2026 Project Buildout Conditions 4 Year 2040 No Build Conditions 5 Year 2040 Project Buildout Conditions Project information and dwelling unit count calculations for the Pioneer Ridge project is provided in Appendix F. 36 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 4 | Confidential and Proprietary. TBPLS Firm #10074302 3.0 Existing Conditions This section of the report details existing conditions in the immediate vicinity of the project site. 3.1 Existing Land Use The Pioneer Ridge project is generally bounded by Pioneer Trail to the south, and Bluff Creek Drive to the west. The location of the Pioneer Ridge project is shown in Figure 1. 3.2 Regional Access Primary regional access between the Minneapolis area and the proposed Pioneer Ridge project is provided to and from U.S. Route 212 (US-212) via Powers Boulevard. Site access is provided along arterial street connections such as Bluff Creek Boulevard and Pioneer Trail to the regional facility. 3.3 Parcel Access Access to the parcel is through two driveways: one located approximately 350 feet north of the intersection of Pioneer Trail and Bluff Creek Drive, and the other located approximately 1,050 feet east of the intersection of Pioneer Trail and Bluff Creek Drive. 3.4 Study Area Intersections This TIA addresses anticipated future conditions at the following one (1) public street intersections: 1. Pioneer Trail and Bluff Creek Drive (Intersection #1) This study also addresses anticipated future conditions at two (2) private driveways: 1. Bluff Creek Drive and Driveway A 2. Pioneer Trail and Driveway B The locations of each of these study intersections and private driveways are depicted in Figure 1. 3.5 Existing Lane Configuration and Traffic Control Existing lane configurations and traffic control at the existing study intersections and future access intersections are depicted in Figure 2. 3.6 Existing Turning Movements Existing AM and PM peak hour vehicular turning movement data was collected for the public street intersection identified in Section 3.4. The date and location of each count is summarized in Table 1. A summary of the peak hour count data at the study intersections is provided in Figure 3. The peak hour count data sheets are provided in Appendix A. Table 1 – Peak Hour Turning Movement Count Dates Intersection Count Date Pioneer Trail and Bluff Creek Drive (Intersection #1) May 16, 2024 37 PIONEER RIDGE RESIDENTIAL Phone (952) 937-5150 12071 Whitewater Drive, Suite 300 Minnetonka, MN 55343 FIGURE 1 38 PIONEER RIDGE RESIDENTIALSTOPPhone (952) 937-5150 12071 Whitewater Drive, Suite 300Minnetonka, MN 55343FIGURE 239 PIONEER RIDGE RESIDENTIALSTOPPhone (952) 937-5150 12071 Whitewater Drive, Suite 300Minnetonka, MN 55343FIGURE 340 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 8 | Confidential and Proprietary. TBPLS Firm #10074302 4.0 Future Conditions This section of the report describes the anticipated buildout conditions for the Pioneer Ridge project in the Year 2026 and 2040. 4.1 Year 2026 Background Lane Configuration and Traffic Control Figure 4 illustrates the anticipated lane configuration and traffic control that is expected at the study area intersections in the background scenario during the buildout year of 2026. The background lane configuration and traffic control are expected to remain unchanged from the existing condition. 4.2 Year 2026 Background Traffic Volumes Future baseline traffic volumes near the project site were generated for the anticipated project buildout year of 2026 to determine the impact of project traffic on the surrounding roadway network. An average annual growth rate for the study area was calculated using historic Minnesota Department of Transportation (MnDOT) average annual daily traffic (AADT) data. An annual average growth rate of 1.5 % was obtained from the evaluation of two (2) MnDOT sequence segments (#41952 and #69945), and one segment (along the CSAH route, at Powers Boulevard and Pioneer Trail) from the Carver County Comprehensive Plan 2040. This calculated growth rate was applied to the 2024 peak hour turning movement counts at the study intersection in Figure 3 to generate traffic volumes for the background year of 2026. The Year 2026 background traffic volumes are illustrated on Figure 5. Detailed calculations, along with information from the MnDOT Traffic Mapping Application, are included in Appendix B. 4.3 Year 2040 Background Lane Configuration and Traffic Control Figure 4 illustrates the anticipated lane configuration and traffic control that is expected at the study area intersections in the background scenario during the buildout year of 2040. The background lane configuration and traffic control are expected to remain unchanged from the existing condition. 4.4 Year 2040 No-Build Traffic Volumes Future baseline traffic volumes near the project site were generated for the year of 2040 to determine the impact of project traffic on the surrounding roadway network. This calculated growth rate as described in Section 4.2 was applied to the 2024 peak hour turning movement counts at the study intersection in Figure 3 to generate traffic volumes for the no- build year of 2040. The Year 2040 no-build traffic volumes are illustrated on Figure 6. Detailed calculations, along with information from the MnDOT Traffic Mapping Application, are included in Appendix B. 41 PIONEER RIDGE RESIDENTIAL STOP Phone (952) 937-5150 12071 Whitewater Drive, Suite 300 Minnetonka, MN 55343 FIGURE 4 42 PIONEER RIDGE RESIDENTIALPhone (952) 937-5150 12071 Whitewater Drive, Suite 300Minnetonka, MN 55343FIGURE 5STOP43 PIONEER RIDGE RESIDENTIALPhone (952) 937-5150 12071 Whitewater Drive, Suite 300Minnetonka, MN 55343FIGURE 6STOP44 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 12 | Confidential and Proprietary. TBPLS Firm #10074302 4.3 Project Trip Generation The 11th Edition of the Institute of Transportation Engineers’ (ITE) Trip Generation Manual was used to estimate the number of vehicle trips that could be generated by the project. This manual is a standard reference used by municipalities and public agencies throughout the United States. The trip generation characteristics included in the manual are summarized by general land use type and are based on actual trip generation studies performed at numerous locations in areas of various populations. Vehicular trip generation for the proposed Pioneer Ridge project is based on fitted curve rate equations for Single-Family Attached Housing (ITE Land Use Code 215). The resulting trip generation is summarized in Table 2. Calculations are provided in Appendix C. Table 2 – Pioneer Ridge Total Vehicular Trip Generation ITE Code Land Use Size Daily Trips AM Peak Hour PM Peak Hour In Out Total In Out Total 215 Single-Family Attached Housing 60 du 631 15 32 47 35 26 61 Total 631 15 32 47 35 26 61 Sources: ITE Trip Generation Manual, 11th Edition 45 PIONEER RIDGE RESIDENTIAL STOP Phone (952) 937-5150 12071 Whitewater Drive, Suite 300 Minnetonka, MN 55343 FIGURE 7STOPSTOP 46 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 14 | Confidential and Proprietary. TBPLS Firm #10074302 4.4 Project Trip Distribution The directional distribution of project traffic quantifies the percentage of project-generated traffic that arrives and departs the project site in each direction by type of use. The project includes uses that generate primary project trips. The primary trip distribution quantifies the percentage of site-generated traffic that generally arrives and departs the project site along the same route. Primary trips are new trips to the street network and project driveways. Figure 8 illustrates the anticipated primary project trip distribution for the Pioneer Ridge project. The primary trip distribution was based on anticipated access restrictions and internal circulation through each project driveway, anticipated trip origins and destinations with the surrounding areas, and engineering judgment. The proposed trip distribution addressed the comments received via email correspondence from the City of Chanhassen on June 3, 2024, and Carver County, on June 10, 2024. 4.5 Project Trip Assignment Project traffic assignment was calculated by applying the primary trip distribution percentages found in Figure 8 to the primary external vehicular project trip generation found in Table 2. A Synchro model was prepared to distribute and assign the external project trips that were expected to be generated from the Pioneer Ridge project throughout the study roadway network. The model uses zones to replicate specific areas or land uses within a development plan, links to replicate the roadway network, and gates at the boundary of the model to balance inbound and outbound traffic flows. The resulting traffic assignments at the study intersections and project driveways for the Pioneer Ridge project are illustrated in Figure 9 for the primary trip assignment. The inbound and outbound trip generation is rounded to the nearest whole number when assigned in Synchro to the distribution percentages. Therefore, the number of trips assigned to the study intersections may differ slightly from the total external trip generation in Table 2. 4.6 Year 2026 Full Buildout Condition Traffic Volumes The combined impact of background traffic and project traffic on the surrounding roadway network was determined by adding the project traffic assignment from Figure 9 to the Year 2026 background traffic volumes in Figure 5. The traffic volumes illustrated in Figure 10 represent the anticipated traffic conditions in the study area at the time the project is fully constructed and occupied in the Year 2026. 4.7 Year 2040 No-Build Condition Traffic Volumes The impact of future traffic on the surrounding roadway network was determined by applying the growth rate to the Year 2026 background traffic volumes in Figure 5. The traffic volumes illustrated in Figure 6 represent the anticipated traffic conditions in the study area in the Year 2040. 4.8 Year 2040 Full Buildout Condition Traffic Volumes The combined impact of background traffic and project traffic on the surrounding roadway network was determined by adding the project traffic assignment from Figure 9 to the Year 2040 background traffic volumes in Figure 6. The traffic volumes illustrated in Figure 11 represent the anticipated traffic conditions in the study area at the time the project is fully constructed and occupied in the Year 2040. 47 PIONEER RIDGE RESIDENTIALSTOPPhone (952) 937-5150 12071 Whitewater Drive, Suite 300Minnetonka, MN 55343FIGURE 8STOPSTOP 48 PIONEER RIDGE RESIDENTIALSTOPPhone (952) 937-5150 12071 Whitewater Drive, Suite 300Minnetonka, MN 55343FIGURE 9STOPSTOP 49 PIONEER RIDGE RESIDENTIALPhone (952) 937-5150 12071 Whitewater Drive, Suite 300Minnetonka, MN 55343FIGURE 10STOPSTOPSTOP 50 PIONEER RIDGE RESIDENTIALPhone (952) 937-5150 12071 Whitewater Drive, Suite 300Minnetonka, MN 55343FIGURE 11STOPSTOPSTOP 51 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 19 | Confidential and Proprietary. TBPLS Firm #10074302 5.0 Traffic Capacity Analysis Analyses were conducted at the study area intersection identified in Section 3.4 within the following scenarios: 1. Year 2024 Existing Conditions 2. Year 2026 Background (No-Build) Conditions 3. Year 2026 Project Buildout Conditions 4. Year 2040 No-Build Conditions 5. Year 2040 Project Buildout Conditions The purposes of these analyses are to identify potential capacity constraints in the existing and future study area street network and to quantify the impacts of the Pioneer Ridge project. 5.1 Operational Analysis Methodology The study intersections were analyzed using Synchro Version 11 Traffic Engineering Software. Level of Service (LOS) analyses within Synchro for signalized and stop controlled intersections were calculated and reported using the average total delay analysis methodology as presented in the Transportation Research Board’s Highway Capacity Manual (HCM 7 th Edition). HCM 7th Edition describes LOS as “a qualitative stratification of a performance measure or measures that represent quality of service, measured on an A-F scale, with LOS A representing the best operating conditions from the traveler’s perspective and LOS F the worst.” Table 4 summarizes the average total delay criteria for LOS A through F. Table 3 – Level of Service Criteria Level of Service Signalized Intersection Average Total Delay (seconds/vehicle) Stop Controlled / Roundabout Intersection Average Total Delay (seconds/vehicle) A ≤10 10 B >10 and ≤20 >10 and ≤15 C >20 and ≤35 >15 and ≤25 D >35 and ≤55 >25 and ≤35 E >55 and ≤80 >35 and ≤50 F >80 >50 Highway Capacity Manual (HCM 7th Edition), Transportation Research Board 52 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 20 | Confidential and Proprietary. TBPLS Firm #10074302 5.2 Study Intersection Operational Analysis Level of Service analyses for the study intersections are provided for the Year 2024 Existing Conditions, the Year 2026 Background Conditions, the anticipated Year 2026 Full Buildout Conditions, the Year 2040 No-Build Conditions, and the Year 2040 Full Buildout Conditions. The analyses are based on the lane configurations, traffic control and traffic volumes as illustrated in the following:  Year 2024 Existing Conditions: Figure 2 and Figure 3  Year 2026 Background (No-Build) Conditions: Figure 4 and Figure 5  Year 2040 Background (No-Build) Condition: Figure 4 and Figure 6  Year 2026 Project Buildout Conditions: Figure 7 and Figure 10  Year 2040 Project Buildout Condition: Figure 7 and Figure 11 Summary reports from the LOS analyses are provided for all study intersections in Appendix D. All intersections were analyzed using the lowest level of traffic control that provided an acceptable intersection LOS. Results of the LOS analyses are summarized in Table 4. All intersections are anticipated to operate with acceptable LOS in the AM and PM peak hours. 5.3 Left and Right Turn Storage Bay Analysis An analysis of all left and right turn storage bays that are expected to convey project-generated traffic at the study intersections was conducted for the following scenarios:  Year 2024 Existing Conditions: Figure 2 and Figure 3  Year 2026 Background (No-Build) Conditions: Figure 4 and Figure 5  Year 2040 Background (No-Build) Condition: Figure 4 and Figure 6  Year 2026 Project Buildout Conditions: Figure 7 and Figure 10  Year 2040 Project Buildout Condition: Figure 7 and Figure 11 The analysis uses the HCM’s 7th Edition 95th percentile left and right turn queue lengths reported by Synchro (see Appendix D). Table 4 summarizes the results of the analysis based on the anticipated traffic control required at full buildout of the Pioneer Ridge project for defined left and right turn storage bays. All impacted left and right turn storage bays are anticipated to have adequate storage for Year 2026 and 2040 Full Buildout Condition Scenarios. In addition, the southbound thru lane queuing is 211 feet in the 2040 PM Buildout Condition, which is less than the distance between the Bluff Creek Drive/Pioneer Trail and the Bluff Creek Drive/Driveway A intersections. 53 LOS Delay Synchro Queue V/C Bay Length LOS Delay Synchro Queue V/C Bay Length LOS Delay Synchro Queue V/C Bay Length LOS Delay Synchro Queue V/C Bay Length LOS Delay Synchro Queue V/C Bay Length LOS Delay Synchro Queue V/C Bay Length LOS Delay Synchro Queue V/C Bay Length LOS Delay Synchro Queue V/C Bay Length LOS Delay Synchro Queue V/C Bay Length LOS Delay Synchro Queue V/C Bay Length Overall C 22.4 C 23.9 C 22.8 C 24.6 C 25.4 C 27.9 C 22.7 C 24.6 C 25.3 C 27.9 NBL B 12.30 84 ft 0.1800 225 ft B 14.40 78 ft 0.1700 225 ft B 13.00 93 ft 0.1900 225 ft B 15.30 84 ft 0.2000 225 ft B 14.80 109 ft 0.2400 225 ft B 17.20 99 ft 0.2700 225 ft B 13.00 93 ft 0.1900 225 ft B 15.40 85 ft 0.2000 225 ft B 14.80 109 ft 0.2400 225 ft B 17.40 99 ft 0.2700 225 ft NBT C 20.90 87 ft 0.1200 -C 21.80 66 ft 0.0900 -C 21.70 96 ft 0.1300 -C 22.80 72 ft 0.1000 -C 23.90 110 ft 0.1700 -C 25.50 84 ft 0.1200 -C 21.80 98 ft 0.1400 -C 23.90 81 ft 0.1200 -C 24.40 114 ft 0.1900 -C 25.80 95 ft 0.1500 - NBR A 0.10 0 ft 0.0400 225 ft A 0.00 0 ft 0.0200 225 ft A 0.10 0 ft 0.0400 225 ft A 0.00 0 ft 0.0200 225 ft A 0.10 0 ft 0.0500 225 ft A 0.10 0 ft 0.0200 225 ft A 0.10 0 ft 0.0400 225 ft A 0.10 0 ft 0.0200 225 ft A 0.20 0 ft 0.0500 225 ft A 0.10 0 ft 0.0200 225 ft SBL B 12.10 59 ft 0.1200 175 ft B 14.20 38 ft 0.0700 175 ft B 12.80 64 ft 0.1300 175 ft B 14.90 41 ft 0.0800 175 ft B 14.30 75 ft 0.1600 175 ft B 16.30 48 ft 0.1000 175 ft B 12.80 72 ft 0.1500 175 ft B 15.00 48 ft 0.0900 175 ft B 14.40 83 ft 0.1800 175 ft B 16.40 54 ft 0.1100 175 ft SBT C 21.30 44 ft 0.0600 -C 24.50 155 ft 0.2600 -C 22.20 47 ft 0.0600 -C 25.80 169 ft 0.2800 -C 24.30 54 ft 0.0800 -C 29.20 201 ft 0.3700 -C 22.10 56 ft 0.0800 -C 26.10 178 ft 0.3000 -C 24.40 65 ft 0.1000 -C 29.60 211 ft 0.3900 - SBR A 0.00 0 ft 0.0100 175 ft A 0.10 0 ft 0.0200 175 ft A 0.00 0 ft 0.0100 175 ft A 0.10 0 ft 0.0200 175 ft A 0.00 0 ft 0.0100 175 ft A 0.10 0 ft 0.0300 175 ft A 0.00 0 ft 0.0100 175 ft A 0.10 0 ft 0.0200 175 ft A 0.00 0 ft 0.0200 175 ft A 0.10 0 ft 0.0300 175 ft EBL B 15.80 8 ft 0.0100 225 ft B 15.50 16 ft 0.0500 225 ft B 15.60 8 ft 0.0100 225 ft B 15.40 16 ft 0.0600 225 ft B 15.20 10 ft 0.0200 225 ft B 15.70 20 ft 0.1000 225 ft B 15.70 10 ft 0.0200 225 ft B 15.60 20 ft 0.0800 225 ft B 15.30 12 ft 0.0200 225 ft B 15.90 22 ft 0.1100 225 ft EBT C 34.20 329 ft 0.7300 -C 27.30 281 ft 0.5800 -D 35.50 357 ft 0.7600 -C 28.00 312 ft 0.6100 -D 39.70 448 ft 0.8400 -C 33.90 389 ft 0.7300 -D 35.50 357 ft 0.7600 -C 28.00 312 ft 0.6100 -D 39.70 448 ft 0.8400 -C 33.90 389 ft 0.7300 - EBR A 4.00 26 ft 0.1800 225 ft A 4.50 46 ft 0.3000 225 ft A 4.40 29 ft 0.1800 225 ft A 4.30 48 ft 0.3200 225 ft A 5.60 41 ft 0.2000 225 ft A 4.50 52 ft 0.3600 225 ft A 4.40 29 ft 0.1800 225 ft A 4.30 48 ft 0.3200 225 ft A 5.60 41 ft 0.2000 225 ft A 4.50 52 ft 0.3600 225 ft WBL B 16.10 13 ft 0.0400 250 ft B 15.30 15 ft 0.0400 250 ft B 15.90 12 ft 0.0400 250 ft B 15.10 15 ft 0.0400 250 ft B 15.70 14 ft 0.0600 250 ft B 15.00 17 ft 0.0600 250 ft B 15.90 12 ft 0.0400 250 ft B 15.10 15 ft 0.0400 250 ft B 15.60 14 ft 0.0500 250 ft B 15.00 17 ft 0.0600 250 ft WBT C 24.40 158 ft 0.3700 -C 34.90 350 ft 0.7400 -C 24.40 168 ft 0.3800 -D 36.80 390 ft 0.7800 -C 24.50 202 ft 0.4200 -D 43.90 533 ft 0.8700 -C 24.50 169 ft 0.3800 -D 36.90 392 ft 0.7800 -C 24.50 203 ft 0.4200 -D 44.10 533 ft 0.8700 - WBR A 0.10 0 ft 0.0400 250 ft A 0.30 0 ft 0.0800 250 ft A 0.10 0 ft 0.0400 250 ft A 0.30 0 ft 0.0800 250 ft A 0.10 0 ft 0.0500 250 ft A 0.40 2 ft 0.1000 250 ft A 0.10 0 ft 0.0400 250 ft A 0.30 0 ft 0.0800 250 ft A 0.01 0 ft 0.0500 250 ft A 0.40 2 ft 0.1000 250 ft Overall A 0 A 0 A 0 A 0 N/A N/A A 1.3 A 0.9 A 1.3 A 0.9 NBT A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft -A 0.00 0 ft -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -N/A 0 ft 0.0000 -N/A 0 ft 0.0000 - NBR N/A 260 ft N/A 260 ft N/A 260 ft N/A 260 ft N/A 260 ft N/A 260 ft N/A 260 ft N/A 260 ft N/A 260 ft N/A 260 ft SBL N/A 270 ft N/A 270 ft N/A 270 ft N/A 270 ft N/A 270 ft N/A 270 ft A 7.50 0 ft 0.0040 270 ft A 7.50 0 ft 0.0080 270 ft A 7.50 0 ft 0.0050 270 ft A 7.60 0 ft 0.0110 270 ft SBT A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft -A 0.00 0 ft -N/A -N/A -N/A -N/A - WBL N/A N/A N/A N/A N/A N/A B 10.20 0 ft 0.0350 B 11.30 0 ft 0.0350 B 10.60 0 ft 0.0440 B 12.10 0 ft 0.0450 WBR N/A N/A N/A N/A N/A N/A A 8.90 0 ft 0.0120 A 9.00 0 ft 0.0100 A 9.10 0 ft 0.0150 A 9.10 0 ft 0.0120 Overall A 0 A 0 A 0 A 0 N/A N/A A 0 A 0 A 0 A 0 SBL N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A SBR N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A EBL N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A EBT A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft -A 0.00 0 ft -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 - WBT A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft -A 0.00 0 ft -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 -A 0.00 0 ft 0.0000 - WBR N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Unmitigated TWSC Unmitigated TWSC Unmitigated #3 Pioneer Trail and Driveway B #2 Bluff Creek Drive and Driveway A INTERSECTION CONTROL TWSC TWSC TWSC Unmitigated Unmitigated Unmitigated INTERSECTION CONTROL TWSC TWSC TWSC Unmitigated Unmitigated Unmitigated Table 4. Peak Hour Intersection Capacity Analysis Results Summary #1 Pioneer Trail and Bluff Creek Drive Signalized Signalized Signalized INTERSECTION TRAFFIC MANEUVER AM PM Unmitigated Unmitigated UnmitigatedINTERSECTION CONTROL EXISTING CONDITIONS 2024 FUTURE BACKGROUND CONDITIONS 2026 FUTURE BUILDOUT CONDITIONS 2026 AM PM AM PM FUTURE BACKGROUND CONDITIONS 2040 AM PM Signalized FUTURE BUILDOUT CONDITIONS 2040 AM PM Signalized Unmitigated TWSC Unmitigated TWSC Unmitigated 54 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 22 | Confidential and Proprietary. TBPLS Firm #10074302 6.0 Safety Analysis 6.1 Crash Data Crash data was requested for the one (1) study intersection identified adjacent to the project site from the Minnesota Department of Transportation Safety Engineering Division for the most recent available five-year reporting period. The crash data obtained from MNDOT via email and is included in Appendix E and is summarized in Table 5. Table 5 – Crash Data Summary INT # Intersection Total Collisions Property Damage Only Injury Fatality 1 Pioneer Trail and Bluff Creek Drive 9 7 2 0 TOTAL 9 7 2 0 A total of 9 crashes were recorded at the one (1) intersection adjacent to the project site with crash data during the most recent available five-year period. Of those 9 crashes, 7 crashes (78%) were property damage only crashes and the remaining 2 crashes (22%) accounting for injuries to 3 people. There were no observed fatal crashes. The summaries of the crashes are illustrated on the crash diagram included in Figure 10. 6.2 Data Analysis The intersection crash rates per million entering vehicles (MEV) were computed for the one intersection and compared against the critical rate and the statewide average crash rate per MEV for a Signal traffic control type in the state of Minnesota. The results are summarized in Table 6. The crash rate data and calculations are included in Appendix E. Table 6 – Crash Rates Summary INT # Intersection Observed Crash Rate Critical Rate Statewide Average 1 Pioneer Trail and Bluff Creek Drive 0.44 0.37 0.138 The critical rate is a statistical comparison based on similar intersections in the state of Minnesota. An observed crash rate greater than the critical rate indicates that the intersection operates outside of the normal rate. The observed total crash rate for this period is 0.44 per MEV. This is 1.2 times the critical rate. If crashes were reduced by 2 over five years, this intersection would perform within normal range. 6.3 Sight Distance Analysis An intersection sight distance (ISD) analysis was completed for both site driveways. 55 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 23 | Confidential and Proprietary. TBPLS Firm #10074302 The intersection of Bluff Creek Drive/ Driveway A was analyzed as having two-way stop sign control. For this t-intersection with stop control on the minor road, the sight distance was evaluated for the following:  ISD Case B1 - Left turn from the minor road  ISD Case B2 - Right turn from the minor road Sight distance for the proposed Driveway A was evaluated using a design speed of 5 mph above the 35-mph posted speed limit on Bluff Creek Drive, for a design speed of 40 mph. The desired ISD distances are listed below.  ISD Case B1 - Left turn from the minor road o Desired ISD = 441 feet looking right o Desired ISD = 382 feet looking left  ISD Case B2 - Right turn from the minor road o Desired ISD = 382 feet looking left The sight distance analysis shows that the proposed location for Driveway A will not meet the desirable requirements for sight distance for the left turn from minor road or for the right turn from the minor road due to the existing ground profiles. Grading the existing hill back from the roadway is an option to provide the desirable intersection sight distance looking to the south. See Figures 13 and 14. The intersection of Pioneer Trail/ Driveway B was analyzed as having two-way stop sign control. For this right-in/right-out intersection with stop control on the minor road, the sight distance was evaluated for the following:  ISD Case B2 - Right turn from the minor road Sight distance for the proposed Driveway B was conducted using a design speed of 5 mph above the 50-mph posted speed limit on Pioneer Trail, for a design speed of 55 mph. The desired ISD distance is listed below.  ISD Case B2 - Right turn from the minor road o Desired ISD = 526 feet The sight distance analysis for this intersection was reviewed based on approximate intersection placement and on-line street view photo. See Figure 15. The sight distance analysis shows that the proposed location for Driveway B will meet the desirable requirements for sight distance for the right turn from the minor road. 56 Land Development and Public Infrastructure Divisions Welcome to Westwood C3D 2023C3D 2023 Intro·C3D Shortcut·How WPS C3D works·Whats new with C3DCAD Support Data Intro·Where to find·Autosave·Self helpC3D Customizations Intro·WPS Ribbon Menu·General Tool Palette - Tutorials·Add-onsWestwood National Standards·Introduction Video·Standardization Goals·DWG Folder Structure··PDF··Video·National ResourcesRegion/Local CAD Standards & Resources·Standard CAD Practices·New Hire Onboarding·Local Resources·Tool Palette AssembliesLaunch New DWG with Local C3D Template·Clark County·City of Las Vegas·City of Henderson·City of North Las Vegas·Blank·Drainage"CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click"Best Practice Tips·Reference Templates·Windows Explorer Quick Access·Set Data Shortcut Folder·Requesting IT Assistance·Surface from GIS contours·Bluebeam plotting slow?··Try this fix"CTRL Click""CTRL Click""CTRL Click"Command of the WeekLinear FT"CTRL Click""CTRL Click"Updates·CIM Project Suite License fix·Broken Data Reference 2023 fix·Purge MEP data out of drawings·Parcels crashing CAD fix"CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click""CTRL Click"PIONEER RIDGE RESIDENTIALPhone (952) 937-5150 12071 Whitewater Drive, Suite 300Minnetonka, MN 55343FIGURE 157 2,738 sf3774 60 2 3 8 900 905 910 915 920 925 930 900 905 910 915 920 925 93010+00.00 11+00.00 12+00.00 13+00.00 14+00.0014+03.08 926.54924.17924.72925.16922.00915.34906.06902.41902.67902.64926.54924.17924.72925.16922.00915.34906.06902.41902.67902.64PIONEER RIDGE RESIDENTIAL Phone (952) 937-5150 12071 Whitewater Drive, Suite 300 Minnetonka, MN 55343 FIGURE 13 BLUFF CREEK DRIVE 3.5' 3.5' 7.5' 14.5'PIONEER TRA IL CASE B1 DISTANCE: 382 FT CASE B1 & B2 SIGHT LINE EXISTING GROUND CASE B1 & B2 SIGHT LINE DECISION VEHICLE LOCATIONSTREET APROPOSED STREET A DECISION VEHICLE LOCATION 58 53 60 77920 925 930 935 940 945 950 920 925 930 935 940 945 9500+00.00 1+00.00 2+00.00 3+00.00 4+00.00 4+80.03 923.96926.22929.44931.93933.82935.15936.63937.79938.53939.07939.21923.96926.22929.44931.93933.82935.15936.63937.79938.53939.07939.21PIONEER RIDGE RESIDENTIAL Phone (952) 937-5150 12071 Whitewater Drive, Suite 300 Minnetonka, MN 55343 FIGURE 14 7.5' 14.5' 16' BLUFF CREEK DRIVE STREET A3.5' 3.5' EXISTING GROUND CASE B1 SIGHT LINE DECISION VEHICLE LOCATION HEMLOCK WAYCASE B1 DISTANCE: 441 FT CASE B1 SIGHT DISTANCE DECISION VEHICLE LOCATION PROPOSED STREET A 59 13 289 47 PIONEER RIDGE RESIDENTIAL Phone (952) 937-5150 12071 Whitewater Drive, Suite 300 Minnetonka, MN 55343 FIGURE 15 PIONEER TRAIL USH 212STREET B14.5' CASE B2 DISTANCE: 526 FT CASE B2 SIGHT LINE DECISION VEHICLE LOACTION 60 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota 28 | Confidential and Proprietary. TBPLS Firm #10074302 7.0 Conclusions and Recommendations All intersections are anticipated to operate with acceptable LOS in the AM and PM peak hours. All impacted left and right turn storage bays are anticipated to have adequate storage for Year 2026 Full Buildout Condition Scenario. A total of 9 crashes were recorded at the one (1) intersection with crash data in the project area during the most recent five-year period. Of those 9 crashes, 7 crashes (78%) were property damage only crashes and the remaining 2 crashes (22%) were injury crashes. The single study intersection had an observed crash rate above its corresponding critical rate. The sight distance analysis shows that the proposed location for Driveway A will not meet the desirable requirements for sight distance for the left turn from minor road or for the right turn from the minor road due to the existing ground profiles. Grading the existing hill back from the roadway is an option to provide the desirable intersection sight distance looking to the south. The sight distance analysis shows that the proposed location for Driveway B will meet the desirable requirements for sight distance for the right turn from the minor road. 61 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX A Existing Peak Hour Traffic Count Data 62 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Bluff Creek Dr -- Pioneer Tr QC JOB #: QC JOB #: 16593801 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, May 16 2024 114 111 5 35 74 311 5 21 223 383 0.930.93 193 479 91 9 481 113 85 24 135 222 Peak-Hour: 7:15 AM -- 8:15 AMPeak-Hour: 7:15 AM -- 8:15 AM Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM 2.6 6.3 0 8.6 0 3.9 20 9.5 5.4 2.1 4.1 3.1 6.6 22.2 1.9 3.5 4.7 4.2 8.1 4.1 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Bluff Creek Dr Bluff Creek Dr (Northbound)(Northbound) Bluff Creek Dr Bluff Creek Dr (Southbound)(Southbound) Pioneer TrPioneer Tr (Eastbound)(Eastbound) Pioneer TrPioneer Tr (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 6:00 AM 12 6 3 0 7 4 0 0 0 44 17 0 2 12 0 0 107 6:15 AM 5 13 1 0 8 3 0 0 0 49 10 0 1 12 0 0 102 6:30 AM 17 15 1 0 8 8 0 0 0 72 16 0 0 26 1 0 164 6:45 AM 19 18 5 0 7 7 0 0 1 57 10 0 0 36 2 0 162 535 7:00 AM 20 13 3 0 13 6 5 0 5 96 17 0 1 25 3 0 207 635 7:15 AM 34 24 4 0 20 12 0 0 2 103 14 0 3 38 4 0 258 791 7:30 AM 37 22 11 0 18 7 1 0 0 100 23 0 2 52 5 0 278 905 7:45 AM 28 25 5 0 14 8 1 0 2 86 32 0 3 57 4 0 265 1008 8:00 AM 14 14 4 0 22 8 3 0 1 94 22 0 1 46 8 0 237 1038 8:15 AM 18 24 7 0 14 13 2 0 0 81 16 0 3 62 7 0 247 1027 8:30 AM 23 13 1 0 11 8 1 0 5 87 23 0 2 32 2 0 208 957 8:45 AM 18 14 2 0 12 3 1 0 3 97 17 0 2 35 10 0 214 906 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 148 88 44 0 72 28 4 0 0 400 92 0 8 208 20 0 1112 Heavy Trucks 8 0 0 0 0 0 0 12 4 0 20 0 44 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 4 0 4 Scooters Comments: Report generated on 5/20/2024 12:07 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 63 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Bluff Creek Dr -- Pioneer Tr QC JOB #: QC JOB #: 16593802 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, May 16 2024 218 120 12 164 42 523 14 44 467 342 0.950.95 410 546 190 13 395 101 62 11 367 174 Peak-Hour: 3:30 PM -- 4:30 PMPeak-Hour: 3:30 PM -- 4:30 PM Peak 15-Min: 3:30 PM -- 3:45 PMPeak 15-Min: 3:30 PM -- 3:45 PM 3.7 3.3 8.3 2.4 7.1 1.3 7.1 6.8 1.7 3.2 1 3.8 4.7 7.7 4.1 2 0 18.2 3.8 2.3 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Bluff Creek Dr Bluff Creek Dr (Northbound)(Northbound) Bluff Creek Dr Bluff Creek Dr (Southbound)(Southbound) Pioneer TrPioneer Tr (Eastbound)(Eastbound) Pioneer TrPioneer Tr (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 3:00 PM 21 16 1 0 6 17 4 0 0 100 38 0 4 79 3 0 289 3:15 PM 24 15 2 0 8 14 2 0 2 90 32 0 3 104 4 0 300 3:30 PM 25 19 1 0 11 47 6 0 4 106 57 0 1 89 3 0 369 3:45 PM 25 21 4 0 13 27 3 0 3 73 41 0 7 109 18 0 344 1302 4:00 PM 18 13 3 0 10 54 2 0 4 87 49 0 2 101 12 0 355 1368 4:15 PM 33 9 3 0 8 36 1 0 3 76 43 0 3 111 11 0 337 1405 4:30 PM 25 3 4 0 8 39 1 0 1 89 37 0 6 88 10 0 311 1347 4:45 PM 29 9 3 0 4 18 7 0 1 67 39 0 6 89 5 0 277 1280 5:00 PM 24 7 4 0 6 26 3 0 4 73 26 0 4 130 18 0 325 1250 5:15 PM 24 8 1 0 6 19 5 0 3 73 27 0 4 116 10 0 296 1209 5:30 PM 30 8 5 0 4 13 3 0 2 82 19 0 3 98 5 0 272 1170 5:45 PM 16 8 4 0 2 7 2 0 3 78 33 0 2 81 7 0 243 1136 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 100 76 4 0 44 188 24 0 16 424 228 0 4 356 12 0 1476 Heavy Trucks 0 0 0 0 0 4 4 24 20 0 0 8 60 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 5/20/2024 12:07 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 64 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX B Information from the Minnesota Department of Transportation (MnDOT) Traffic Mapping Application Growth Rate Calculations 65 PIONEER RIDGE RESIDENTIALPhone (702) 284-5300Fax (702) 284-53995725 West Badura Avenue, Suite 100Las Vegas, NV 89118FIGURE 1Phone (702) 284-5300Fax (702) 284-53995725 W. Badura Ave, Suite 100Las Vegas, NV 8911866 Minnesota Department of Transportation This spreadsheet calculates average annual growth at the identified MNDOT count stations and then averages those growth rates to estimate the average annual growth rate for the study area. Study Area Average Annual Growth Rate (Average of all MNDOT Count Stations) Number of MNDOT Sequence #Growth rate calculations include only ID #1, #2, and #3 ID:ID: ID:ID: ID:ID: ID:ID: Location: Route:CSAH 14 1 MNDOT Sequence #:41952 2 MNDOT Sequence #: Projected Traffic Volumes Using Average Annual Growth Rate 2026 12,128 2026 3,904 2040 15,875 2040 Route:CSAH Route: 2024 11,670 Projected Traffic Volumes Using Average Annual Growth Rate 69945 E of CSAH 15 (Audubon Road) in Chaska Location:N of Pioneer Trail GROWTH RATE CALCULATIONS Project Name:PIONEER RIDGE Calculations by:AED Date:May 30, 2024 Route:MSAS 104 Project #:N: 0050930.00 3 1.5% 2.0%2017 10,200 2019 3,400 2019 10,600 2021 3,537 Year ADT Average Annual Growth 1.9% Year ADT Average Annual Growth 3 4 MNDOT Count Station: 5,148 2024 3,753 Carver Co. Comp. Plan 2040 Route:Route: Location:Power Boulevard at Pioneer Trail Location: Year ADT Average Annual Growth 0.6% Year ADT Average Annual Growth NA201510,200 2017 2040 11,700 2022 2024 10,716 Projected Traffic Volumes Using Average Annual Growth Rate 2024 NA Projected Traffic Volumes Using Average Annual Growth Rate 5 MNDOT Count Station:6 MNDOT Count Station: 2026 10,835 2027 NA 2040 11,700 2028 NA Location:Location: Year ADT Average Annual Growth NA Year ADT Average Annual Growth NA20192019 2022 2022 ADT Average Annual Growth2021 2024 NA Projected Traffic Volumes Using Average Annual Growth Rate 2024 NA Projected Traffic Volumes Using Average Annual Growth Rate 2027 NA 2027 NA 2028 NA 2028 NA 2022 Year ADT Average Annual Growth Projected Traffic Volumes Using Average Annual Growth Rate 2026 NA 2027 NA NA Year Route:Route: NA20192019 7 MNDOT Count Station:8 MNDOT Count Station: Location:Location: NA Projected Traffic Volumes Using Average Annual Growth Rate 2024 NA 2027 NA 2028 NA 2023 67 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX C Project Trip Generation 68 Pioneer Ridge ITE Trip Generation - 11th Edition Equation Type: T = Average Vehicle Trip Ends AM Peak Hour One hour between 7AM to 9AM (Adjacent Street) Ln(T)= Dwelling units Entering Exiting T= Entering*Exiting* *Rounding may occur in calculations PM Peak Hour One hour between 4PM to 6PM (Adjacent Street) Ln(T)= Dwelling units Entering Exiting T= Entering*Exiting* *Rounding may occur in calculations Weekday Daily Weekday Ln(T)=Dwelling units Entering Exiting T=Entering*Exiting* *Rounding may occur in calculations Pass-By Reduction AM AM PM PM AM AM PM PM *Rounding may occur in calculations *Rounding may occur in calculations TRIP GENERATION CALCULATIONS Project Name: Calculations by:AED Date:May 30, 2024 Project #:N0050930.00 Fitted Curve Single-Family Attached Housing Land Use Code:215 Variable (X):Dwelling units Number of (X):60 Directional Distribution: Trip Ends Per 31%69%0.91Ln(X)+0.12 47 Trip Ends 15 32 Directional Distribution: 57%43% 61 Trip Ends 35 26 0.94Ln(X)+0.27 Trip Ends Per Directional Distribution: Trip Ends Per 50%50%0.92Ln(X)+2.68 631 Trip Ends 315 315 Non Pass-By Trip End Percentage Pass-By Trip End Percentage Entering 0 Exiting 100%0% 100%0% Non Pass-By Trip Ends:Pass-By Trip Ends: 15 Entering 32 Exiting 0 0 Exiting35Entering26Exiting0Entering 69 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX D Synchro Capacity Analyses 70 Lanes, Volumes, Timings Existing AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/2024Existing AM 10:39 am 06/06/2024 Baseline AM Synchro 12 ReportAED - WestwoodPage 1Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (vph) 74 35 5 113 85 24 5 383 91 9 193 21Future Volume (vph) 74 35 5 113 85 24 5 383 91 9 193 21Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width (ft) 12 12 14 12 12 12 12 12 12 12 12 12Storage Length (ft) 175 175 225 225 225 225 250 250Storage Lanes 1 1 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1863 1689 1770 1863 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.698 0.685 0.584 0.278Satd. Flow (perm) 1300 1863 1689 1276 1863 1583 1088 1863 1583 518 1863 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 120 120 117 117Link Speed (mph) 35 35 50 50Link Distance (ft) 336 139 384 742Travel Time (s) 6.5 2.7 5.2 10.1Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 80 38 5 122 91 26 5 412 98 10 208 23Shared Lane Traffic (%)Lane Group Flow (vph) 80 38 5 122 91 26 5 412 98 10 208 23Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA PermProtected Phases 7 4 3 8 5 2 1 671 Lanes, Volumes, Timings Existing AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/2024Existing AM 10:39 am 06/06/2024 Baseline AM Synchro 12 ReportAED - WestwoodPage 2Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRPermitted Phases 4 4 8 8 2 2 6 6Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6Switch PhaseMinimum Initial (s) 5.0 8.0 8.0 5.0 8.0 8.0 5.0 20.0 20.0 5.020.0 20.0Minimum Split (s) 9.5 24.1 24.1 9.5 24.1 24.1 9.5 26.4 26.4 9.5 26.3 26.3Total Split (s) 15.0 35.0 35.0 15.0 35.0 35.0 15.0 45.0 45.015.0 45.0 45.0Total Split (%) 13.6% 31.8% 31.8% 13.6% 31.8% 31.8% 13.6% 40.9% 40.9% 13.6% 40.9% 40.9%Maximum Green (s) 10.8 28.9 28.9 10.5 28.9 28.9 10.8 38.6 38.6 10.9 38.7 38.7Yellow Time (s) 3.0 4.0 4.0 3.0 3.5 3.5 3.0 5.0 5.0 3.0 5.0 5.0All-Red Time (s) 1.2 2.1 2.1 1.5 2.6 2.6 1.2 1.4 1.4 1.1 1.3 1.3Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.2 6.1 6.1 4.5 6.1 6.1 4.2 6.4 6.4 4.1 6.3 6.3Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesYesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.03.0 3.0Recall Mode None Max Max None Max Max None None None None NoneNoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 39.0 29.4 29.4 40.8 32.5 32.5 27.7 24.524.5 27.9 24.6 24.6Actuated g/C Ratio 0.48 0.36 0.36 0.50 0.40 0.40 0.34 0.30 0.30 0.34 0.30 0.30v/c Ratio 0.12 0.06 0.01 0.18 0.12 0.04 0.01 0.73 0.18 0.04 0.37 0.04Control Delay (s/veh) 12.1 21.3 0.0 12.3 20.9 0.1 15.8 34.24.0 16.1 24.4 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 12.1 21.3 0.0 12.3 20.9 0.1 15.8 34.2 4.0 16.1 24.4 0.1LOS B C A B C A B C A B C AApproach Delay (s/veh) 14.4 14.2 28.3 21.8Approach LOS B B C CIntersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 81Natural Cycle: 70Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.73Intersection Signal Delay (s/veh): 22.3 Intersection LOS: CIntersection Capacity Utilization 44.9% ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr72 QueuesExisting AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/2024Existing AM 10:39 am 06/06/2024 Baseline AM Synchro 12 ReportAED - WestwoodPage 3Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane Group Flow (vph) 80 38 5 122 91 26 5 412 98 10 208 23v/c Ratio 0.12 0.06 0.01 0.18 0.12 0.04 0.01 0.73 0.18 0.04 0.37 0.04Control Delay (s/veh) 12.1 21.3 0.0 12.3 20.9 0.1 15.8 34.24.0 16.1 24.4 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 12.1 21.3 0.0 12.3 20.9 0.1 15.8 34.2 4.0 16.1 24.4 0.1Queue Length 50th (ft) 15 11 0 24 26 0 2 175 0 3 78 0Queue Length 95th (ft) 59 44 0 84 87 0 8 329 26 13 158 0Internal Link Dist (ft) 256 59 304 662Turn Bay Length (ft) 175 175 225 225 225 225 250 250Base Capacity (vph) 743 676 690 733 746 706 473 904 828 353 906 830Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.11 0.06 0.01 0.17 0.12 0.04 0.01 0.46 0.12 0.03 0.23 0.03Intersection Summary73 HCM 7th Signalized Intersection Summary Existing AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/2024Existing AM 10:39 am 06/06/2024 Baseline AM Synchro 12 ReportAED - WestwoodPage 4Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (veh/h) 74 35 5 113 85 24 5 383 91 9 193 21Future Volume (veh/h) 74 35 5 113 85 24 5 383 91 9 193 21Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.04 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1945 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 80 38 5 122 91 26 5 412 98 10 208 23Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 654 712 627 709 738 625 312 497 421 169 506 428Arrive On Green 0.05 0.38 0.38 0.06 0.39 0.39 0.01 0.27 0.270.01 0.27 0.27Sat Flow, veh/h 1781 1870 1648 1781 1870 1585 1781 1870 15851781 1870 1585Grp Volume(v), veh/h 80 38 5 122 91 26 5 412 98 10 208 23Grp Sat Flow(s),veh/h/ln 1781 1870 1648 1781 1870 1585 1781 1870 1585 1781 1870 1585Q Serve(g_s), s 2.0 1.0 0.1 3.1 2.4 0.8 0.2 15.8 3.7 0.3 6.9 0.8Cycle Q Clear(g_c), s 2.0 1.0 0.1 3.1 2.4 0.8 0.2 15.8 3.7 0.3 6.9 0.8Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 654 712 627 709 738 625 312 497 421 169 506 428V/C Ratio(X) 0.12 0.05 0.01 0.17 0.12 0.04 0.02 0.83 0.23 0.06 0.41 0.05Avail Cap(c_a), veh/h 811 712 627 842 738 625 554 951 806 402953 808HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 12.7 14.9 14.6 12.6 14.6 14.2 20.5 26.3 21.8 21.6 22.8 20.5Incr Delay (d2), s/veh 0.1 0.1 0.0 0.1 0.3 0.1 0.0 3.6 0.3 0.1 0.5 0.1Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 1.4 0.7 0.1 2.1 1.8 0.5 0.1 10.9 2.4 0.2 5.0 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 12.8 15.0 14.6 12.7 15.0 14.3 20.5 29.9 22.1 21.7 23.3 20.6LnGrp LOS B B B B B B C C C C C CApproach Vol, veh/h 123 239 515 241Approach Delay, s/veh 13.6 13.8 28.3 23.0Approach LOS B B C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.1 26.6 9.3 35.0 4.7 26.9 8.3 36.1Change Period (Y+Rc), s 4.1 6.4 4.5 6.1 4.2 * 6.4 4.2 6.1Max Green Setting (Gmax), s 10.9 38.6 10.5 28.9 10.8 * 3910.8 28.9Max Q Clear Time (g_c+I1), s 2.3 17.8 5.1 3.0 2.2 8.9 4.0 4.4Green Ext Time (p_c), s 0.0 2.4 0.1 0.1 0.0 1.1 0.1 0.5Intersection SummaryHCM 7th Control Delay, s/veh 22.4HCM 7th LOS CNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.74 Lanes, Volumes, Timings Existing AM 7: Bluff Creek Dr06/13/2024Existing AM 10:39 am 06/06/2024 Baseline AM Synchro 12 ReportAED - WestwoodPage 5Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 0 0 111 0 0 114Future Volume (vph) 0 0 111 0 0 114Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 1863 1863 1863 1863 1863 1863Flt PermittedSatd. Flow (perm) 1863 1863 1863 1863 1863 1863Link Speed (mph) 30 35 35Link Distance (ft) 115 336 338Travel Time (s) 2.6 6.5 6.6Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 0 0 119 0 0 123Shared Lane Traffic (%)Lane Group Flow (vph) 0 0 119 0 0 123Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(ft) 12 12 12Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 9 15Sign Control Stop Free FreeIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 9.3% ICU Level of Service AAnalysis Period (min) 1575 HCM 7th TWSC Existing AM 7: Bluff Creek Dr06/13/2024Existing AM 10:39 am 06/06/2024 Baseline AM Synchro 12 ReportAED - WestwoodPage 6IntersectionInt Delay, s/veh 0Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 0 111 0 0 114Future Vol, veh/h 0 0 111 0 0 114Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 0 - 0 0 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 93 93 93 93 93 93Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 119 0 0 123Major/Minor Minor1 Major1 Major2Conflicting Flow All 242 119 0 0 119 0 Stage 1 119 - - - - - Stage 2 123 - - - - -Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 - - 2.218 -Pot Cap-1 Maneuver 746 932 - - 1469 - Stage 1 906 - - - - - Stage 2 903 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 746 932 - - 1469 -Mov Cap-2 Maneuver 746 - - - - - Stage 1 906 - - - - - Stage 2 903 - - - - -Approach WB NB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - - - 1469 -HCM Lane V/C Ratio - - - - - -HCM Control Delay (s/veh) - - 0 0 0 -HCM Lane LOS - - A A A -HCM 95th %tile Q(veh) - - - - 0 -76 Lanes, Volumes, Timings Existing AM9: Pioneer Trail06/13/2024Existing AM 10:39 am 06/06/2024 Baseline AM Synchro 12 ReportAED - WestwoodPage 7Lane Group EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 0 481 223 0 0 0Future Volume (vph) 0 481 223 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 0 1863 1863 1863 0 1863Flt PermittedSatd. Flow (perm) 0 1863 1863 1863 0 1863Link Speed (mph) 30 30 30Link Distance (ft) 742 219 149Travel Time (s) 16.9 5.0 3.4Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93Adj. Flow (vph) 0 517 240 0 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 517 240 0 0 0Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 12 12 0Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9Sign Control Free Free StopIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 28.6% ICU Level of Service AAnalysis Period (min) 1577 HCM 7th TWSC Existing AM9: Pioneer Trail06/13/2024Existing AM 10:39 am 06/06/2024 Baseline AM Synchro 12 ReportAED - WestwoodPage 8IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 481 223 0 0 0Future Vol, veh/h 0 481 223 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - 0 - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 93 93 93 93 93 93Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 517 240 0 0 0Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 240 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 6.22Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.318Pot Cap-1 Maneuver 0 - - - 0 799 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 799Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach EB WB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s/veh) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - -78 Lanes, Volumes, Timings Existing PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/2024Existing PM 11:00 am 06/07/2024 Baseline PM Synchro 12 ReportAED - WestwoodPage 1Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (vph) 42 164 12 101 62 11 14 342 190 13 410 44Future Volume (vph) 42 164 12 101 62 11 14 342 190 13 410 44Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width (ft) 12 12 14 12 12 12 12 12 12 12 12 12Storage Length (ft) 175 175 225 225 225 225 250 250Storage Lanes 1 1 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1863 1689 1770 1863 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.715 0.594 0.250 0.398Satd. Flow (perm) 1332 1863 1689 1106 1863 1583 466 1863 1583 741 1863 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 120 120 200 117Link Speed (mph) 35 35 50 50Link Distance (ft) 336 139 384 742Travel Time (s) 6.5 2.7 5.2 10.1Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 44 173 13 106 65 12 15 360 200 14 432 46Shared Lane Traffic (%)Lane Group Flow (vph) 44 173 13 106 65 12 15 360 200 14 432 46Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA PermProtected Phases 7 4 3 8 5 2 1 679 Lanes, Volumes, Timings Existing PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/2024Existing PM 11:00 am 06/07/2024 Baseline PM Synchro 12 ReportAED - WestwoodPage 2Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRPermitted Phases 4 4 8 8 2 2 6 6Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6Switch PhaseMinimum Initial (s) 5.0 8.0 8.0 5.0 8.0 8.0 5.0 20.0 20.0 5.020.0 20.0Minimum Split (s) 10.0 24.1 24.1 10.0 24.1 24.1 10.0 26.5 26.5 10.0 26.5 26.5Total Split (s) 15.0 35.0 35.0 15.0 35.0 35.0 15.0 45.0 45.015.0 45.0 45.0Total Split (%) 13.6% 31.8% 31.8% 13.6% 31.8% 31.8% 13.6% 40.9% 40.9% 13.6% 40.9% 40.9%Maximum Green (s) 10.8 28.9 28.9 10.5 28.9 28.9 10.8 38.6 38.6 10.9 38.7 38.7Yellow Time (s) 3.0 4.0 4.0 3.0 3.5 3.5 3.0 5.0 5.0 3.0 5.0 5.0All-Red Time (s) 1.2 2.1 2.1 1.5 2.6 2.6 1.2 1.4 1.4 1.1 1.3 1.3Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.2 6.1 6.1 4.5 6.1 6.1 4.2 6.4 6.4 4.1 6.3 6.3Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesYesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.03.0 3.0Recall Mode None Max Max None Max Max None None None None NoneNoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 37.4 30.0 30.0 40.3 33.7 33.7 31.1 27.727.7 30.3 26.0 26.0Actuated g/C Ratio 0.45 0.36 0.36 0.49 0.41 0.41 0.38 0.34 0.34 0.37 0.32 0.32v/c Ratio 0.07 0.26 0.02 0.17 0.09 0.02 0.05 0.58 0.30 0.04 0.74 0.08Control Delay (s/veh) 14.2 24.5 0.1 14.4 21.8 0.0 15.5 27.34.5 15.3 34.9 0.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 14.2 24.5 0.1 14.4 21.8 0.0 15.5 27.3 4.5 15.3 34.9 0.3LOS B C A B C A B C A B C AApproach Delay (s/veh) 21.1 16.1 19.1 31.1Approach LOS C B B CIntersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 82.4Natural Cycle: 75Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.74Intersection Signal Delay (s/veh): 23.0 Intersection LOS: CIntersection Capacity Utilization 49.9% ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr80 QueuesExisting PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/2024Existing PM 11:00 am 06/07/2024 Baseline PM Synchro 12 ReportAED - WestwoodPage 3Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane Group Flow (vph) 44 173 13 106 65 12 15 360 200 14 432 46v/c Ratio 0.07 0.26 0.02 0.17 0.09 0.02 0.05 0.58 0.30 0.04 0.74 0.08Control Delay (s/veh) 14.2 24.5 0.1 14.4 21.8 0.0 15.5 27.34.5 15.3 34.9 0.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 14.2 24.5 0.1 14.4 21.8 0.0 15.5 27.3 4.5 15.3 34.9 0.3Queue Length 50th (ft) 8 54 0 21 19 0 5 147 0 4 185 0Queue Length 95th (ft) 38 155 0 78 66 0 16 281 46 15 350 0Internal Link Dist (ft) 256 59 304 662Turn Bay Length (ft) 175 175 225 225 225 225 250 250Base Capacity (vph) 711 678 691 639 761 718 356 915 879 427 909 832Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.06 0.26 0.02 0.17 0.09 0.02 0.04 0.39 0.23 0.03 0.48 0.06Intersection Summary81 HCM 7th Signalized Intersection Summary Existing PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/2024Existing PM 11:00 am 06/07/2024 Baseline PM Synchro 12 ReportAED - WestwoodPage 4Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (veh/h) 42 164 12 101 62 11 14 342 190 13 410 44Future Volume (veh/h) 42 164 12 101 62 11 14 342 190 13 410 44Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.04 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1945 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 44 173 13 106 65 12 15 360 200 14 432 46Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 659 701 618 569 743 630 177 517 438 212 513 435Arrive On Green 0.04 0.37 0.37 0.06 0.40 0.40 0.02 0.28 0.280.02 0.27 0.27Sat Flow, veh/h 1781 1870 1648 1781 1870 1585 1781 1870 15851781 1870 1585Grp Volume(v), veh/h 44 173 13 106 65 12 15 360 200 14 432 46Grp Sat Flow(s),veh/h/ln 1781 1870 1648 1781 1870 1585 1781 1870 1585 1781 1870 1585Q Serve(g_s), s 1.1 4.9 0.4 2.8 1.7 0.4 0.5 13.3 8.1 0.4 16.8 1.7Cycle Q Clear(g_c), s 1.1 4.9 0.4 2.8 1.7 0.4 0.5 13.3 8.1 0.4 16.8 1.7Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 659 701 618 569 743 630 177 517 438 212 513 435V/C Ratio(X) 0.07 0.25 0.02 0.19 0.09 0.02 0.08 0.70 0.46 0.07 0.84 0.11Avail Cap(c_a), veh/h 838 701 618 708 743 630 395 936 793 434939 795HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 13.6 16.6 15.2 13.4 14.5 14.1 21.3 25.0 23.1 20.7 26.4 20.9Incr Delay (d2), s/veh 0.0 0.8 0.1 0.2 0.2 0.1 0.2 1.7 0.7 0.1 3.8 0.1Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 0.8 3.8 0.3 1.9 1.3 0.2 0.3 9.3 5.30.3 11.5 1.1Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 13.6 17.4 15.3 13.5 14.7 14.2 21.5 26.7 23.8 20.8 30.2 21.0LnGrp LOS B B B B B B C C C C C CApproach Vol, veh/h 230 183 575 492Approach Delay, s/veh 16.6 14.0 25.6 29.1Approach LOS B B C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.4 27.7 9.0 35.0 5.6 27.6 7.3 36.7Change Period (Y+Rc), s 4.1 6.4 4.5 6.1 4.2 * 6.4 4.2 6.1Max Green Setting (Gmax), s 10.9 38.6 10.5 28.9 10.8 * 3910.8 28.9Max Q Clear Time (g_c+I1), s 2.4 15.3 4.8 6.9 2.5 18.8 3.13.7Green Ext Time (p_c), s 0.0 2.5 0.1 0.9 0.0 2.3 0.0 0.3Intersection SummaryHCM 7th Control Delay, s/veh 23.9HCM 7th LOS CNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.82 Lanes, Volumes, Timings Existing PM 7: Bluff Creek Dr06/13/2024Existing PM 11:00 am 06/07/2024 Baseline PM Synchro 12 ReportAED - WestwoodPage 5Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 0 0 120 0 0 218Future Volume (vph) 0 0 120 0 0 218Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 1863 1863 1863 1863 1863 1863Flt PermittedSatd. Flow (perm) 1863 1863 1863 1863 1863 1863Link Speed (mph) 30 35 35Link Distance (ft) 115 336 338Travel Time (s) 2.6 6.5 6.6Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 0 126 0 0 229Shared Lane Traffic (%)Lane Group Flow (vph) 0 0 126 0 0 229Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(ft) 12 12 12Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 9 15Sign Control Stop Free FreeIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 14.8% ICU Level of Service AAnalysis Period (min) 1583 HCM 7th TWSC Existing PM 7: Bluff Creek Dr06/13/2024Existing PM 11:00 am 06/07/2024 Baseline PM Synchro 12 ReportAED - WestwoodPage 6IntersectionInt Delay, s/veh 0Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 0 120 0 0 218Future Vol, veh/h 0 0 120 0 0 218Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 0 - 0 0 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 126 0 0 229Major/Minor Minor1 Major1 Major2Conflicting Flow All 356 126 0 0 126 0 Stage 1 126 - - - - - Stage 2 229 - - - - -Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 - - 2.218 -Pot Cap-1 Maneuver 642 924 - - 1460 - Stage 1 899 - - - - - Stage 2 809 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 642 924 - - 1460 -Mov Cap-2 Maneuver 642 - - - - - Stage 1 899 - - - - - Stage 2 809 - - - - -Approach WB NB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - - - 1460 -HCM Lane V/C Ratio - - - - - -HCM Control Delay (s/veh) - - 0 0 0 -HCM Lane LOS - - A A A -HCM 95th %tile Q(veh) - - - - 0 -84 Lanes, Volumes, Timings Existing PM9: Pioneer Trail06/13/2024Existing PM 11:00 am 06/07/2024 Baseline PM Synchro 12 ReportAED - WestwoodPage 7Lane Group EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 0 395 467 0 0 0Future Volume (vph) 0 395 467 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 0 1863 1863 1863 0 1863Flt PermittedSatd. Flow (perm) 0 1863 1863 1863 0 1863Link Speed (mph) 30 30 30Link Distance (ft) 742 219 149Travel Time (s) 16.9 5.0 3.4Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 416 492 0 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 416 492 0 0 0Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 12 12 0Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9Sign Control Free Free StopIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 27.9% ICU Level of Service AAnalysis Period (min) 1585 HCM 7th TWSC Existing PM9: Pioneer Trail06/13/2024Existing PM 11:00 am 06/07/2024 Baseline PM Synchro 12 ReportAED - WestwoodPage 8IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 395 467 0 0 0Future Vol, veh/h 0 395 467 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - 0 - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 416 492 0 0 0Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 492 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 6.22Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.318Pot Cap-1 Maneuver 0 - - - 0 577 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 577Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach EB WB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s/veh) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - -86 Lanes, Volumes, Timings 2026 Background (No Build) AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Background (No Build) AM 2:18 pm 06/12/2024 2026 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 1Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (vph) 76 36 5 116 88 25 5 395 94 9 199 22Future Volume (vph) 78 37 5 120 91 26 5 407 97 9 205 23Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width (ft) 12 12 14 12 12 12 12 12 12 12 12 12Storage Length (ft) 175 175 225 225 225 225 250 250Storage Lanes 1 1 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1863 1689 1770 1863 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.693 0.682 0.561 0.245Satd. Flow (perm) 1291 1863 1689 1270 1863 1583 1045 1863 1583 456 1863 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 120 120 117 117Link Speed (mph) 35 35 50 50Link Distance (ft) 336 139 384 742Travel Time (s) 6.5 2.7 5.2 10.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 85 40 5 130 99 28 5 442 105 10 223 25Shared Lane Traffic (%)Lane Group Flow (vph) 85 40 5 130 99 28 5 442 105 10 223 25Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA PermProtected Phases 7 4 3 8 5 2 1 687 Lanes, Volumes, Timings 2026 Background (No Build) AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Background (No Build) AM 2:18 pm 06/12/2024 2026 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 2Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRPermitted Phases 4 4 8 8 2 2 6 6Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6Switch PhaseMinimum Initial (s) 5.0 8.0 8.0 5.0 8.0 8.0 5.0 20.0 20.0 5.020.0 20.0Minimum Split (s) 9.5 24.1 24.1 9.5 24.1 24.1 9.5 26.4 26.4 9.5 26.3 26.3Total Split (s) 15.0 35.0 35.0 15.0 35.0 35.0 15.0 45.0 45.015.0 45.0 45.0Total Split (%) 13.6% 31.8% 31.8% 13.6% 31.8% 31.8% 13.6% 40.9% 40.9% 13.6% 40.9% 40.9%Maximum Green (s) 10.8 28.9 28.9 10.5 28.9 28.9 10.8 38.6 38.6 10.9 38.7 38.7Yellow Time (s) 3.0 4.0 4.0 3.0 3.5 3.5 3.0 5.0 5.0 3.0 5.0 5.0All-Red Time (s) 1.2 2.1 2.1 1.5 2.6 2.6 1.2 1.4 1.4 1.1 1.3 1.3Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.2 6.1 6.1 4.5 6.1 6.1 4.2 6.4 6.4 4.1 6.3 6.3Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesYesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.03.0 3.0Recall Mode None Max Max None Max Max None None None None NoneNoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 39.1 29.5 29.5 41.1 32.6 32.6 28.8 25.625.6 29.0 25.7 25.7Actuated g/C Ratio 0.48 0.36 0.36 0.50 0.40 0.40 0.35 0.31 0.31 0.35 0.31 0.31v/c Ratio 0.13 0.06 0.01 0.19 0.13 0.04 0.01 0.76 0.18 0.04 0.38 0.04Control Delay (s/veh) 12.8 22.2 0.0 13.0 21.7 0.1 15.6 35.54.4 15.9 24.4 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 12.8 22.2 0.0 13.0 21.7 0.1 15.6 35.5 4.4 15.9 24.4 0.1LOS B C A B C A B D A B C AApproach Delay (s/veh) 15.2 15.0 29.4 21.7Approach LOS B B C CIntersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 82.3Natural Cycle: 70Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.76Intersection Signal Delay (s/veh): 23.1 Intersection LOS: CIntersection Capacity Utilization 45.6% ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr88 Queues 2026 Background (No Build) AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Background (No Build) AM 2:18 pm 06/12/2024 2026 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 3Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane Group Flow (vph) 85 40 5 130 99 28 5 442 105 10 223 25v/c Ratio 0.13 0.06 0.01 0.19 0.13 0.04 0.01 0.76 0.18 0.04 0.38 0.04Control Delay (s/veh) 12.8 22.2 0.0 13.0 21.7 0.1 15.6 35.54.4 15.9 24.4 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 12.8 22.2 0.0 13.0 21.7 0.1 15.6 35.5 4.4 15.9 24.4 0.1Queue Length 50th (ft) 17 12 0 27 30 0 2 194 0 3 85 0Queue Length 95th (ft) 64 47 0 93 96 0 8 357 29 12 168 0Internal Link Dist (ft) 256 59 304 662Turn Bay Length (ft) 175 175 225 225 225 225 250 250Base Capacity (vph) 729 666 681 721 737 699 471 890 817 341 893 820Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.12 0.06 0.01 0.18 0.13 0.04 0.01 0.50 0.13 0.03 0.25 0.03Intersection Summary89 HCM 7th Signalized Intersection Summary 2026 Background (No Build) AM3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Background (No Build) AM 2:18 pm 06/12/2024 2026 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 4Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (veh/h) 76 36 5 116 88 25 5 395 94 9 199 22Future Volume (veh/h) 78 37 5 120 91 26 5 407 97 9 205 23Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.04 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1945 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 85 40 5 130 99 28 5 442 105 10 223 25Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 633 691 609 696 723 613 318 526 445 165 534 453Arrive On Green 0.05 0.37 0.37 0.07 0.39 0.39 0.01 0.28 0.280.01 0.29 0.29Sat Flow, veh/h 1781 1870 1648 1781 1870 1585 1781 1870 15851781 1870 1585Grp Volume(v), veh/h 85 40 5 130 99 28 5 442 105 10 223 25Grp Sat Flow(s),veh/h/ln 1781 1870 1648 1781 1870 1585 1781 1870 1585 1781 1870 1585Q Serve(g_s), s 2.3 1.1 0.2 3.5 2.7 0.9 0.2 17.4 4.0 0.3 7.6 0.9Cycle Q Clear(g_c), s 2.3 1.1 0.2 3.5 2.7 0.9 0.2 17.4 4.0 0.3 7.6 0.9Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 633 691 609 696 723 613 318 526 445 165 534 453V/C Ratio(X) 0.13 0.06 0.01 0.19 0.14 0.05 0.02 0.84 0.24 0.06 0.42 0.06Avail Cap(c_a), veh/h 783 691 609 815 723 613 552 923 782 391925 784HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 13.7 15.9 15.6 13.4 15.5 15.0 20.2 26.5 21.7 21.6 22.7 20.3Incr Delay (d2), s/veh 0.1 0.2 0.0 0.1 0.4 0.1 0.0 3.7 0.3 0.2 0.5 0.1Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 1.5 0.8 0.1 2.3 2.1 0.6 0.1 11.9 2.6 0.2 5.5 0.6Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 13.8 16.0 15.6 13.5 15.9 15.1 20.3 30.2 21.9 21.7 23.2 20.3LnGrp LOS B B B B B B C C C C C CApproach Vol, veh/h 130 257 552 258Approach Delay, s/veh 14.5 14.6 28.5 22.8Approach LOS B B C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.1 28.4 9.8 35.0 4.7 28.7 8.4 36.3Change Period (Y+Rc), s 4.1 6.4 4.5 6.1 4.2 * 6.4 4.2 6.1Max Green Setting (Gmax), s 10.9 38.6 10.5 28.9 10.8 * 3910.8 28.9Max Q Clear Time (g_c+I1), s 2.3 19.4 5.5 3.1 2.2 9.6 4.3 4.7Green Ext Time (p_c), s 0.0 2.6 0.1 0.1 0.0 1.2 0.1 0.5Intersection SummaryHCM 7th Control Delay, s/veh 22.8HCM 7th LOS CNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.90 Lanes, Volumes, Timings 2026 Background (No Build) AM 7: Bluff Creek Dr06/13/20242026 Background (No Build) AM 2:18 pm 06/12/2024 2026 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 5Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 0 0 114 0 0 117Future Volume (vph) 0 0 117 0 0 121Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 1863 1863 1863 1863 1863 1863Flt PermittedSatd. Flow (perm) 1863 1863 1863 1863 1863 1863Link Speed (mph) 30 35 35Link Distance (ft) 115 336 338Travel Time (s) 2.6 6.5 6.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 127 0 0 132Shared Lane Traffic (%)Lane Group Flow (vph) 0 0 127 0 0 132Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(ft) 12 12 12Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 9 15Sign Control Stop Free FreeIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 9.5% ICU Level of Service AAnalysis Period (min) 1591 HCM 7th TWSC 2026 Background (No Build) AM 7: Bluff Creek Dr06/13/20242026 Background (No Build) AM 2:18 pm 06/12/2024 2026 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 6IntersectionInt Delay, s/veh 0Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 0 114 0 0 117Future Vol, veh/h 0 0 117 0 0 121Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 0 - 0 0 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 127 0 0 132Major/Minor Minor1 Major1 Major2Conflicting Flow All 259 127 0 0 127 0 Stage 1 127 - - - - - Stage 2 132 - - - - -Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 - - 2.218 -Pot Cap-1 Maneuver 730 923 - - 1459 - Stage 1 899 - - - - - Stage 2 895 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 730 923 - - 1459 -Mov Cap-2 Maneuver 730 - - - - - Stage 1 899 - - - - - Stage 2 895 - - - - -Approach WB NB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - - - 1459 -HCM Lane V/C Ratio - - - - - -HCM Control Delay (s/veh) - - 0 0 0 -HCM Lane LOS - - A A A -HCM 95th %tile Q(veh) - - - - 0 -92 Lanes, Volumes, Timings 2026 Background (No Build) AM9: Pioneer Trail06/13/20242026 Background (No Build) AM 2:18 pm 06/12/2024 2026 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 7Lane Group EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 0 495 230 0 0 0Future Volume (vph) 0 510 237 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 0 1863 1863 1863 0 1863Flt PermittedSatd. Flow (perm) 0 1863 1863 1863 0 1863Link Speed (mph) 30 30 30Link Distance (ft) 742 219 149Travel Time (s) 16.9 5.0 3.4Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 554 258 0 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 554 258 0 0 0Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 12 12 0Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9Sign Control Free Free StopIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 29.4% ICU Level of Service AAnalysis Period (min) 1593 HCM 7th TWSC 2026 Background (No Build) AM9: Pioneer Trail06/13/20242026 Background (No Build) AM 2:18 pm 06/12/2024 2026 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 8IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 495 230 0 0 0Future Vol, veh/h 0 510 237 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - 0 - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 554 258 0 0 0Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 258 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 6.22Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.318Pot Cap-1 Maneuver 0 - - - 0 781 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 781Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach EB WB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s/veh) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - -94 Lanes, Volumes, Timings 2026 Background (No Build) PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Background (No Build) PM 8:38 am 06/13/2024 2026 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 1Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (vph) 43 169 12 104 64 11 14 352 196 13 422 45Future Volume (vph) 44 174 12 107 66 11 14 363 202 13 435 46Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width (ft) 12 12 14 12 12 12 12 12 12 12 12 12Storage Length (ft) 175 175 225 225 225 225 250 250Storage Lanes 1 1 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1863 1689 1770 1863 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.710 0.570 0.212 0.355Satd. Flow (perm) 1323 1863 1689 1062 1863 1583 395 1863 1583 661 1863 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 120 120 220 117Link Speed (mph) 35 35 50 50Link Distance (ft) 336 139 384 742Travel Time (s) 6.5 2.7 5.2 10.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 1.00 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 48 189 13 116 72 11 15 395 220 14 473 50Shared Lane Traffic (%)Lane Group Flow (vph) 48 189 13 116 72 11 15 395 220 14 473 50Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA PermProtected Phases 7 4 3 8 5 2 1 695 Lanes, Volumes, Timings 2026 Background (No Build) PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Background (No Build) PM 8:38 am 06/13/2024 2026 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 2Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRPermitted Phases 4 4 8 8 2 2 6 6Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6Switch PhaseMinimum Initial (s) 5.0 8.0 8.0 5.0 8.0 8.0 5.0 20.0 20.0 5.020.0 20.0Minimum Split (s) 10.0 24.1 24.1 10.0 24.1 24.1 10.0 26.5 26.5 10.0 26.5 26.5Total Split (s) 15.0 35.0 35.0 15.0 35.0 35.0 15.0 45.0 45.015.0 45.0 45.0Total Split (%) 13.6% 31.8% 31.8% 13.6% 31.8% 31.8% 13.6% 40.9% 40.9% 13.6% 40.9% 40.9%Maximum Green (s) 10.8 28.9 28.9 10.5 28.9 28.9 10.8 38.6 38.6 10.9 38.7 38.7Yellow Time (s) 3.0 4.0 4.0 3.0 3.5 3.5 3.0 5.0 5.0 3.0 5.0 5.0All-Red Time (s) 1.2 2.1 2.1 1.5 2.6 2.6 1.2 1.4 1.4 1.1 1.3 1.3Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.2 6.1 6.1 4.5 6.1 6.1 4.2 6.4 6.4 4.1 6.3 6.3Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesYesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.03.0 3.0Recall Mode None Max Max None Max Max None None None None NoneNoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 37.6 30.1 30.1 40.7 33.9 33.9 32.6 29.229.2 31.9 27.5 27.5Actuated g/C Ratio 0.45 0.36 0.36 0.48 0.40 0.40 0.39 0.35 0.35 0.38 0.33 0.33v/c Ratio 0.08 0.28 0.02 0.20 0.10 0.02 0.06 0.61 0.32 0.04 0.78 0.08Control Delay (s/veh) 14.9 25.8 0.1 15.3 22.8 0.0 15.4 28.04.3 15.1 36.8 0.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 14.9 25.8 0.1 15.3 22.8 0.0 15.4 28.0 4.3 15.1 36.8 0.3LOS B C A B C A B C A B D AApproach Delay (s/veh) 22.4 17.2 19.5 32.8Approach LOS C B B CIntersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 84.3Natural Cycle: 75Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.78Intersection Signal Delay (s/veh): 24.1 Intersection LOS: CIntersection Capacity Utilization 51.0% ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr96 Queues 2026 Background (No Build) PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Background (No Build) PM 8:38 am 06/13/2024 2026 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 3Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane Group Flow (vph) 48 189 13 116 72 11 15 395 220 14 473 50v/c Ratio 0.08 0.28 0.02 0.20 0.10 0.02 0.06 0.61 0.32 0.04 0.78 0.08Control Delay (s/veh) 14.9 25.8 0.1 15.3 22.8 0.0 15.4 28.04.3 15.1 36.8 0.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 14.9 25.8 0.1 15.3 22.8 0.0 15.4 28.0 4.3 15.1 36.8 0.3Queue Length 50th (ft) 10 64 0 25 22 0 5 166 0 4 210 0Queue Length 95th (ft) 41 169 0 84 72 0 16 312 48 15 390 0Internal Link Dist (ft) 256 59 304 662Turn Bay Length (ft) 175 175 225 225 225 225 250 250Base Capacity (vph) 694 665 680 611 748 708 339 915 889 410 891 818Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.07 0.28 0.02 0.19 0.10 0.02 0.04 0.43 0.25 0.03 0.53 0.06Intersection Summary97 HCM 7th Signalized Intersection Summary 2026 Background (No Build) PM3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Background (No Build) PM 8:38 am 06/13/2024 2026 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 4Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (veh/h) 43 169 12 104 64 11 14 352 196 13 422 45Future Volume (veh/h) 44 174 12 107 66 11 14 363 202 13 435 46Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.04 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1945 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 48 189 13 116 72 11 15 395 220 14 473 50Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 1.00 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 637 675 595 541 720 611 171 556 471 208 552 468Arrive On Green 0.04 0.36 0.36 0.06 0.39 0.39 0.02 0.30 0.300.02 0.30 0.30Sat Flow, veh/h 1781 1870 1648 1781 1870 1585 1781 1870 15851781 1870 1585Grp Volume(v), veh/h 48 189 13 116 72 11 15 395 220 14 473 50Grp Sat Flow(s),veh/h/ln 1781 1870 1648 1781 1870 1585 1781 1870 1585 1781 1870 1585Q Serve(g_s), s 1.3 5.8 0.4 3.2 2.0 0.3 0.5 15.1 9.1 0.4 19.1 1.8Cycle Q Clear(g_c), s 1.3 5.8 0.4 3.2 2.0 0.3 0.5 15.1 9.1 0.4 19.1 1.8Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 637 675 595 541 720 611 171 556 471 208 552 468V/C Ratio(X) 0.08 0.28 0.02 0.21 0.10 0.02 0.09 0.71 0.47 0.07 0.86 0.11Avail Cap(c_a), veh/h 804 675 595 665 720 611 380 902 764 421904 766HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 14.7 18.2 16.5 14.5 15.7 15.2 21.4 25.1 23.0 20.5 26.6 20.5Incr Delay (d2), s/veh 0.0 1.0 0.1 0.2 0.3 0.1 0.2 1.7 0.7 0.1 4.6 0.1Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 0.9 4.5 0.3 2.2 1.5 0.2 0.3 10.3 5.9 0.3 13.0 1.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 14.8 19.2 16.6 14.7 16.0 15.3 21.6 26.7 23.7 20.7 31.2 20.6LnGrp LOS B B B B B B C C C C C CApproach Vol, veh/h 250 199 630 537Approach Delay, s/veh 18.2 15.2 25.6 30.0Approach LOS B B C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.4 30.2 9.4 35.0 5.6 30.0 7.5 36.9Change Period (Y+Rc), s 4.1 6.4 4.5 6.1 4.2 * 6.4 4.2 6.1Max Green Setting (Gmax), s 10.9 38.6 10.5 28.9 10.8 * 3910.8 28.9Max Q Clear Time (g_c+I1), s 2.4 17.1 5.2 7.8 2.5 21.1 3.34.0Green Ext Time (p_c), s 0.0 2.8 0.1 1.0 0.0 2.5 0.0 0.3Intersection SummaryHCM 7th Control Delay, s/veh 24.6HCM 7th LOS CNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.98 Lanes, Volumes, Timings 2026 Background (No Build) PM 7: Bluff Creek Dr06/13/20242026 Background (No Build) PM 8:38 am 06/13/2024 2026 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 5Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 0 0 120 0 0 218Future Volume (vph) 0 0 124 0 0 225Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 1863 1863 1863 1863 1863 1863Flt PermittedSatd. Flow (perm) 1863 1863 1863 1863 1863 1863Link Speed (mph) 30 35 35Link Distance (ft) 115 336 338Travel Time (s) 2.6 6.5 6.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 135 0 0 245Shared Lane Traffic (%)Lane Group Flow (vph) 0 0 135 0 0 245Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(ft) 12 12 12Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 9 15Sign Control Stop Free FreeIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 14.8% ICU Level of Service AAnalysis Period (min) 1599 HCM 7th TWSC 2026 Background (No Build) PM 7: Bluff Creek Dr06/13/20242026 Background (No Build) PM 8:38 am 06/13/2024 2026 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 6IntersectionInt Delay, s/veh 0Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 0 120 0 0 218Future Vol, veh/h 0 0 124 0 0 225Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 0 - 0 0 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 135 0 0 245Major/Minor Minor1 Major1 Major2Conflicting Flow All 379 135 0 0 135 0 Stage 1 135 - - - - - Stage 2 245 - - - - -Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 - - 2.218 -Pot Cap-1 Maneuver 623 914 - - 1450 - Stage 1 892 - - - - - Stage 2 796 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 623 914 - - 1450 -Mov Cap-2 Maneuver 623 - - - - - Stage 1 892 - - - - - Stage 2 796 - - - - -Approach WB NB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - - - 1450 -HCM Lane V/C Ratio - - - - - -HCM Control Delay (s/veh) - - 0 0 0 -HCM Lane LOS - - A A A -HCM 95th %tile Q(veh) - - - - 0 -100 Lanes, Volumes, Timings 2026 Background (No Build) PM9: Pioneer Trail06/13/20242026 Background (No Build) PM 8:38 am 06/13/2024 2026 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 7Lane Group EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 0 395 467 0 0 0Future Volume (vph) 0 407 481 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 0 1863 1863 1863 0 1863Flt PermittedSatd. Flow (perm) 0 1863 1863 1863 0 1863Link Speed (mph) 30 30 30Link Distance (ft) 742 219 149Travel Time (s) 16.9 5.0 3.4Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 442 523 0 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 442 523 0 0 0Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 12 12 0Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9Sign Control Free Free StopIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 27.9% ICU Level of Service AAnalysis Period (min) 15101 HCM 7th TWSC 2026 Background (No Build) PM9: Pioneer Trail06/13/20242026 Background (No Build) PM 8:38 am 06/13/2024 2026 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 8IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 395 467 0 0 0Future Vol, veh/h 0 407 481 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - 0 - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 442 523 0 0 0Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 523 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 6.22Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.318Pot Cap-1 Maneuver 0 - - - 0 554 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 554Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach EB WB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s/veh) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - -102 Lanes, Volumes, Timings 2040 Background (No Build) AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Background (No Build) AM 3:48 pm 06/14/2024 2040 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 1Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (vph) 94 44 6 143 108 30 6 486 115 11 245 27Future Volume (vph) 94 44 6 143 108 30 6 486 115 11 245 27Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width (ft) 12 12 14 12 12 12 12 12 12 12 12 12Storage Length (ft) 175 175 225 225 225 225 250 250Storage Lanes 1 1 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1863 1689 1770 1863 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.682 0.670 0.508 0.166Satd. Flow (perm) 1270 1863 1689 1248 1863 1583 946 1863 1583 309 1863 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 120 120 119 117Link Speed (mph) 35 35 50 50Link Distance (ft) 336 139 384 742Travel Time (s) 6.5 2.7 5.2 10.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 102 48 7 155 117 33 7 528 125 12 266 29Shared Lane Traffic (%)Lane Group Flow (vph) 102 48 7 155 117 33 7 528 125 12 266 29Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA PermProtected Phases 7 4 3 8 5 2 1 6103 Lanes, Volumes, Timings 2040 Background (No Build) AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Background (No Build) AM 3:48 pm 06/14/2024 2040 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 2Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRPermitted Phases 4 4 8 8 2 2 6 6Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6Switch PhaseMinimum Initial (s) 5.0 8.0 8.0 5.0 8.0 8.0 5.0 20.0 20.0 5.020.0 20.0Minimum Split (s) 9.5 24.1 24.1 9.5 24.1 24.1 9.5 26.4 26.4 9.5 26.3 26.3Total Split (s) 15.0 35.0 35.0 15.0 35.0 35.0 15.0 45.0 45.015.0 45.0 45.0Total Split (%) 13.6% 31.8% 31.8% 13.6% 31.8% 31.8% 13.6% 40.9% 40.9% 13.6% 40.9% 40.9%Maximum Green (s) 10.8 28.9 28.9 10.5 28.9 28.9 10.8 38.6 38.6 10.9 38.7 38.7Yellow Time (s) 3.0 4.0 4.0 3.0 3.5 3.5 3.0 5.0 5.0 3.0 5.0 5.0All-Red Time (s) 1.2 2.1 2.1 1.5 2.6 2.6 1.2 1.4 1.4 1.1 1.3 1.3Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.2 6.1 6.1 4.5 6.1 6.1 4.2 6.4 6.4 4.1 6.3 6.3Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesYesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.03.0 3.0Recall Mode None Max Max None Max Max None None None None NoneNoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 39.6 29.4 29.4 41.8 32.8 32.8 32.8 29.529.5 32.9 29.6 29.6Actuated g/C Ratio 0.46 0.34 0.34 0.48 0.38 0.38 0.38 0.34 0.34 0.38 0.34 0.34v/c Ratio 0.16 0.08 0.01 0.24 0.17 0.05 0.02 0.84 0.20 0.06 0.42 0.05Control Delay (s/veh) 14.3 24.3 0.0 14.8 23.9 0.1 15.2 39.75.6 15.7 24.5 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 14.3 24.3 0.0 14.8 23.9 0.1 15.2 39.7 5.6 15.7 24.5 0.1LOS B C A B C A B D A B C AApproach Delay (s/veh) 16.7 16.7 32.9 21.8Approach LOS B B C CIntersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 86.9Natural Cycle: 75Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.84Intersection Signal Delay (s/veh): 25.3 Intersection LOS: CIntersection Capacity Utilization 51.4% ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr104 Queues 2040 Background (No Build) AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Background (No Build) AM 3:48 pm 06/14/2024 2040 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 3Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane Group Flow (vph) 102 48 7 155 117 33 7 528 125 12 266 29v/c Ratio 0.16 0.08 0.01 0.24 0.17 0.05 0.02 0.84 0.20 0.06 0.42 0.05Control Delay (s/veh) 14.3 24.3 0.0 14.8 23.9 0.1 15.2 39.75.6 15.7 24.5 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 14.3 24.3 0.0 14.8 23.9 0.1 15.2 39.7 5.6 15.7 24.5 0.1Queue Length 50th (ft) 26 17 0 42 43 0 2 252 2 4 106 0Queue Length 95th (ft) 75 54 0 109 110 0 10 448 41 14 202 0Internal Link Dist (ft) 256 59 304 662Turn Bay Length (ft) 175 175 225 225 225 225 250 250Base Capacity (vph) 681 630 650 676 703 672 468 841 780 305 844 781Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.15 0.08 0.01 0.23 0.17 0.05 0.01 0.63 0.16 0.04 0.32 0.04Intersection Summary105 HCM 7th Signalized Intersection Summary 2040 Background (No Build) AM3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Background (No Build) AM 3:48 pm 06/14/2024 2040 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 4Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (veh/h) 94 44 6 143 108 30 6 486 115 11 245 27Future Volume (veh/h) 94 44 6 143 108 30 6 486 115 11 245 27Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.04 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1945 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 102 48 7 155 117 33 7 528 125 12 266 29Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 581 631 556 656 680 576 334 604 512 154 612 519Arrive On Green 0.06 0.34 0.34 0.08 0.36 0.36 0.01 0.32 0.320.01 0.33 0.33Sat Flow, veh/h 1781 1870 1648 1781 1870 1585 1781 1870 15851781 1870 1585Grp Volume(v), veh/h 102 48 7 155 117 33 7 528 125 12 266 29Grp Sat Flow(s),veh/h/ln 1781 1870 1648 1781 1870 1585 1781 1870 1585 1781 1870 1585Q Serve(g_s), s 3.2 1.5 0.2 4.8 3.6 1.2 0.2 22.8 5.0 0.4 9.5 1.1Cycle Q Clear(g_c), s 3.2 1.5 0.2 4.8 3.6 1.2 0.2 22.8 5.0 0.4 9.5 1.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 581 631 556 656 680 576 334 604 512 154 612 519V/C Ratio(X) 0.18 0.08 0.01 0.24 0.17 0.06 0.02 0.87 0.24 0.08 0.43 0.06Avail Cap(c_a), veh/h 706 631 556 734 680 576 543 843 715 355845 717HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 16.7 19.3 18.9 16.0 18.5 17.7 19.7 27.3 21.3 22.0 22.6 19.7Incr Delay (d2), s/veh 0.1 0.2 0.0 0.2 0.5 0.2 0.0 7.5 0.2 0.2 0.5 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 2.2 1.2 0.2 3.3 2.9 0.8 0.2 15.6 3.2 0.3 6.9 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 16.9 19.5 18.9 16.2 19.0 17.9 19.7 34.9 21.5 22.2 23.1 19.8LnGrp LOS B B B B B B B C C C C BApproach Vol, veh/h 157 305 660 307Approach Delay, s/veh 17.8 17.5 32.2 22.7Approach LOS B B C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.3 34.1 11.2 35.0 5.0 34.4 9.0 37.2Change Period (Y+Rc), s 4.1 6.4 4.5 6.1 4.2 * 6.4 4.2 6.1Max Green Setting (Gmax), s 10.9 38.6 10.5 28.9 10.8 * 3910.8 28.9Max Q Clear Time (g_c+I1), s 2.4 24.8 6.8 3.5 2.2 11.5 5.25.6Green Ext Time (p_c), s 0.0 2.9 0.1 0.2 0.0 1.4 0.1 0.6Intersection SummaryHCM 7th Control Delay, s/veh 25.4HCM 7th LOS CNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.106 Lanes, Volumes, Timings 2040 Background (No Build) AM 7: Bluff Creek Dr06/14/20242040 Background (No Build) AM 3:48 pm 06/14/2024 2040 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 5Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 0 0 141 0 0 145Future Volume (vph) 0 0 141 0 0 145Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 1863 1863 1863 1863 1863 1863Flt PermittedSatd. Flow (perm) 1863 1863 1863 1863 1863 1863Link Speed (mph) 30 35 35Link Distance (ft) 115 336 338Travel Time (s) 2.6 6.5 6.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 153 0 0 158Shared Lane Traffic (%)Lane Group Flow (vph) 0 0 153 0 0 158Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(ft) 12 12 12Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 9 15Sign Control Stop Free FreeIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 11.0% ICU Level of Service AAnalysis Period (min) 15107 HCM 7th TWSC 2040 Background (No Build) AM 7: Bluff Creek Dr06/14/20242040 Background (No Build) AM 3:48 pm 06/14/2024 2040 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 6IntersectionInt Delay, s/veh 0Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 0 141 0 0 145Future Vol, veh/h 0 0 141 0 0 145Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 0 - 0 0 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 153 0 0 158Major/Minor Minor1 Major1 Major2Conflicting Flow All 311 153 0 0 153 0 Stage 1 153 - - - - - Stage 2 158 - - - - -Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 - - 2.218 -Pot Cap-1 Maneuver 682 893 - - 1427 - Stage 1 875 - - - - - Stage 2 871 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 682 893 - - 1427 -Mov Cap-2 Maneuver 682 - - - - - Stage 1 875 - - - - - Stage 2 871 - - - - -Approach WB NB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - - - 1427 -HCM Lane V/C Ratio - - - - - -HCM Control Delay (s/veh) - - 0 0 0 -HCM Lane LOS - - A A A -HCM 95th %tile Q(veh) - - - - 0 -108 Lanes, Volumes, Timings 2040 Background (No Build) AM9: Pioneer Trail06/14/20242040 Background (No Build) AM 3:48 pm 06/14/2024 2040 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 7Lane Group EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 0 610 283 0 0 0Future Volume (vph) 0 610 283 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 0 1863 1863 1863 0 1863Flt PermittedSatd. Flow (perm) 0 1863 1863 1863 0 1863Link Speed (mph) 30 30 30Link Distance (ft) 742 219 149Travel Time (s) 16.9 5.0 3.4Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 663 308 0 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 663 308 0 0 0Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 12 12 0Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9Sign Control Free Free StopIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 35.4% ICU Level of Service AAnalysis Period (min) 15109 HCM 7th TWSC 2040 Background (No Build) AM9: Pioneer Trail06/14/20242040 Background (No Build) AM 3:48 pm 06/14/2024 2040 Background (No Build) AM Synchro 12 ReportAED - WestwoodPage 8IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 610 283 0 0 0Future Vol, veh/h 0 610 283 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - 0 - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 663 308 0 0 0Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 308 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 6.22Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.318Pot Cap-1 Maneuver 0 - - - 0 732 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 732Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach EB WB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s/veh) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - -110 Lanes, Volumes, Timings 2040 Background (No Build) PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Background (No Build) PM 3:49 pm 06/14/2024 2040 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 1Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (vph) 53 208 15 128 79 14 18 434 241 16 520 56Future Volume (vph) 53 208 15 128 79 14 18 434 241 16 520 56Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width (ft) 12 12 14 12 12 12 12 12 12 12 12 12Storage Length (ft) 175 175 225 225 225 225 250 250Storage Lanes 1 1 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1863 1689 1770 1863 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.701 0.502 0.132 0.248Satd. Flow (perm) 1306 1863 1689 935 1863 1583 246 1863 1583462 1863 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 120 120 262 117Link Speed (mph) 35 35 50 50Link Distance (ft) 336 139 384 742Travel Time (s) 6.5 2.7 5.2 10.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 1.00 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 58 226 16 139 86 14 20 472 262 17 565 61Shared Lane Traffic (%)Lane Group Flow (vph) 58 226 16 139 86 14 20 472 262 17 565 61Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA PermProtected Phases 7 4 3 8 5 2 1 6111 Lanes, Volumes, Timings 2040 Background (No Build) PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Background (No Build) PM 3:49 pm 06/14/2024 2040 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 2Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRPermitted Phases 4 4 8 8 2 2 6 6Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6Switch PhaseMinimum Initial (s) 5.0 8.0 8.0 5.0 8.0 8.0 5.0 20.0 20.0 5.020.0 20.0Minimum Split (s) 10.0 24.1 24.1 10.0 24.1 24.1 10.0 26.5 26.5 10.0 26.5 26.5Total Split (s) 15.0 35.0 35.0 15.0 35.0 35.0 15.0 45.0 45.015.0 45.0 45.0Total Split (%) 13.6% 31.8% 31.8% 13.6% 31.8% 31.8% 13.6% 40.9% 40.9% 13.6% 40.9% 40.9%Maximum Green (s) 10.8 28.9 28.9 10.5 28.9 28.9 10.8 38.6 38.6 10.9 38.7 38.7Yellow Time (s) 3.0 4.0 4.0 3.0 3.5 3.5 3.0 5.0 5.0 3.0 5.0 5.0All-Red Time (s) 1.2 2.1 2.1 1.5 2.6 2.6 1.2 1.4 1.4 1.1 1.3 1.3Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.2 6.1 6.1 4.5 6.1 6.1 4.2 6.4 6.4 4.1 6.3 6.3Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesYesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.03.0 3.0Recall Mode None Max Max None Max Max None None None None NoneNoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 38.8 29.5 29.5 42.6 33.7 33.7 36.3 31.731.7 36.3 31.7 31.7Actuated g/C Ratio 0.43 0.32 0.32 0.47 0.37 0.37 0.40 0.35 0.35 0.40 0.35 0.35v/c Ratio 0.10 0.37 0.03 0.27 0.12 0.02 0.10 0.73 0.36 0.06 0.87 0.10Control Delay (s/veh) 16.3 29.2 0.1 17.2 25.5 0.1 15.7 33.94.5 15.0 43.9 0.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 16.3 29.2 0.1 17.2 25.5 0.1 15.7 33.9 4.5 15.0 43.9 0.4LOS B C A B C A B C A B D AApproach Delay (s/veh) 25.2 19.2 23.2 39.0Approach LOS C B C DIntersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 91.1Natural Cycle: 75Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.87Intersection Signal Delay (s/veh): 28.3 Intersection LOS: CIntersection Capacity Utilization 59.5% ICU Level of Service BAnalysis Period (min) 15Splits and Phases: 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr112 Queues 2040 Background (No Build) PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Background (No Build) PM 3:49 pm 06/14/2024 2040 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 3Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane Group Flow (vph) 58 226 16 139 86 14 20 472 262 17 565 61v/c Ratio 0.10 0.37 0.03 0.27 0.12 0.02 0.10 0.73 0.36 0.06 0.87 0.10Control Delay (s/veh) 16.3 29.2 0.1 17.2 25.5 0.1 15.7 33.94.5 15.0 43.9 0.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 16.3 29.2 0.1 17.2 25.5 0.1 15.7 33.9 4.5 15.0 43.9 0.4Queue Length 50th (ft) 16 96 0 40 32 0 7 216 0 6 276 0Queue Length 95th (ft) 48 201 0 99 84 0 20 389 52 17 #533 2Internal Link Dist (ft) 256 59 304 662Turn Bay Length (ft) 175 175 225 225 225 225 250 250Base Capacity (vph) 664 603 627 544 689 661 285 806 834 350 807 752Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.09 0.37 0.03 0.26 0.12 0.02 0.07 0.59 0.31 0.05 0.70 0.08Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.113 HCM 7th Signalized Intersection Summary 2040 Background (No Build) PM3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Background (No Build) PM 3:49 pm 06/14/2024 2040 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 4Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (veh/h) 53 208 15 128 79 14 18 434 241 16 520 56Future Volume (veh/h) 53 208 15 128 79 14 18 434 241 16 520 56Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.04 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1945 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 58 226 16 139 86 14 20 472 262 17 565 61Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 1.00 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 582 612 540 477 673 570 163 641 543 203 633 537Arrive On Green 0.04 0.33 0.33 0.07 0.36 0.36 0.02 0.34 0.340.02 0.34 0.34Sat Flow, veh/h 1781 1870 1648 1781 1870 1585 1781 1870 15851781 1870 1585Grp Volume(v), veh/h 58 226 16 139 86 14 20 472 262 17 565 61Grp Sat Flow(s),veh/h/ln 1781 1870 1648 1781 1870 1585 1781 1870 1585 1781 1870 1585Q Serve(g_s), s 1.9 8.2 0.6 4.5 2.7 0.5 0.6 19.6 11.5 0.5 25.32.3Cycle Q Clear(g_c), s 1.9 8.2 0.6 4.5 2.7 0.5 0.6 19.6 11.5 0.5 25.3 2.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 582 612 540 477 673 570 163 641 543 203 633 537V/C Ratio(X) 0.10 0.37 0.03 0.29 0.13 0.02 0.12 0.74 0.48 0.08 0.89 0.11Avail Cap(c_a), veh/h 723 612 540 561 673 570 341 818 693 389820 695HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 18.1 22.7 20.2 17.5 19.0 18.3 22.0 25.5 22.9 20.5 27.7 20.1Incr Delay (d2), s/veh 0.1 1.7 0.1 0.3 0.4 0.1 0.3 2.6 0.7 0.2 10.0 0.1Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 1.3 6.7 0.4 3.2 2.2 0.3 0.5 13.0 7.5 0.4 17.4 1.5Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 18.2 24.4 20.3 17.9 19.4 18.3 22.3 28.1 23.5 20.7 37.6 20.2LnGrp LOS B C C B B B C C C C D CApproach Vol, veh/h 300 239 754 643Approach Delay, s/veh 23.0 18.4 26.4 35.5Approach LOS C B C DTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.8 36.6 10.9 35.0 6.1 36.3 8.0 37.9Change Period (Y+Rc), s 4.1 6.4 4.5 6.1 4.2 * 6.4 4.2 6.1Max Green Setting (Gmax), s 10.9 38.6 10.5 28.9 10.8 * 3910.8 28.9Max Q Clear Time (g_c+I1), s 2.5 21.6 6.5 10.2 2.6 27.3 3.9 4.7Green Ext Time (p_c), s 0.0 3.2 0.1 1.2 0.0 2.6 0.0 0.4Intersection SummaryHCM 7th Control Delay, s/veh 27.9HCM 7th LOS CNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.114 Lanes, Volumes, Timings 2040 Background (No Build) PM 7: Bluff Creek Dr06/14/20242040 Background (No Build) PM 3:49 pm 06/14/2024 2040 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 5Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 0 0 152 0 0 275Future Volume (vph) 0 0 152 0 0 275Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 1863 1863 1863 1863 1863 1863Flt PermittedSatd. Flow (perm) 1863 1863 1863 1863 1863 1863Link Speed (mph) 30 35 35Link Distance (ft) 115 336 338Travel Time (s) 2.6 6.5 6.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 165 0 0 299Shared Lane Traffic (%)Lane Group Flow (vph) 0 0 165 0 0 299Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(ft) 12 12 12Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 9 15Sign Control Stop Free FreeIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 17.8% ICU Level of Service AAnalysis Period (min) 15115 HCM 7th TWSC 2040 Background (No Build) PM 7: Bluff Creek Dr06/14/20242040 Background (No Build) PM 3:49 pm 06/14/2024 2040 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 6IntersectionInt Delay, s/veh 0Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 0 152 0 0 275Future Vol, veh/h 0 0 152 0 0 275Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 0 - 0 0 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 165 0 0 299Major/Minor Minor1 Major1 Major2Conflicting Flow All 464 165 0 0 165 0 Stage 1 165 - - - - - Stage 2 299 - - - - -Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 - - 2.218 -Pot Cap-1 Maneuver 556 879 - - 1413 - Stage 1 864 - - - - - Stage 2 752 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 556 879 - - 1413 -Mov Cap-2 Maneuver 556 - - - - - Stage 1 864 - - - - - Stage 2 752 - - - - -Approach WB NB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - - - 1413 -HCM Lane V/C Ratio - - - - - -HCM Control Delay (s/veh) - - 0 0 0 -HCM Lane LOS - - A A A -HCM 95th %tile Q(veh) - - - - 0 -116 Lanes, Volumes, Timings 2040 Background (No Build) PM9: Pioneer Trail06/14/20242040 Background (No Build) PM 3:49 pm 06/14/2024 2040 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 7Lane Group EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 0 501 592 0 0 0Future Volume (vph) 0 501 592 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00FrtFlt ProtectedSatd. Flow (prot) 0 1863 1863 1863 0 1863Flt PermittedSatd. Flow (perm) 0 1863 1863 1863 0 1863Link Speed (mph) 30 30 30Link Distance (ft) 742 219 149Travel Time (s) 16.9 5.0 3.4Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 545 643 0 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 545 643 0 0 0Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 12 12 0Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9Sign Control Free Free StopIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 34.5% ICU Level of Service AAnalysis Period (min) 15117 HCM 7th TWSC 2040 Background (No Build) PM9: Pioneer Trail06/14/20242040 Background (No Build) PM 3:49 pm 06/14/2024 2040 Background (No Build) PM Synchro 12 ReportAED - WestwoodPage 8IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 501 592 0 0 0Future Vol, veh/h 0 501 592 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - 0 - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 545 643 0 0 0Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 643 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 6.22Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.318Pot Cap-1 Maneuver 0 - - - 0 473 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 473Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach EB WB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s/veh) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - -118 Lanes, Volumes, Timings 2026 Buildout AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Buildout AM 8:00 am 06/13/2024 2026 Buildout AM Synchro 12 ReportAED - WestwoodPage 1Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (vph) 86 46 7 116 92 25 6 395 94 9 199 22Future Volume (vph) 89 47 7 120 95 26 6 407 97 9 205 23Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width (ft) 12 12 14 12 12 12 12 12 12 12 12 12Storage Length (ft) 175 175 225 225 225 225 250 250Storage Lanes 1 1 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1863 1689 1770 1863 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.690 0.679 0.561 0.245Satd. Flow (perm) 1285 1863 1689 1265 1863 1583 1045 1863 1583 456 1863 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 120 120 117 117Link Speed (mph) 35 35 50 50Link Distance (ft) 336 139 384 742Travel Time (s) 6.5 2.7 5.2 10.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 97 51 8 130 103 28 7 442 105 10 223 25Shared Lane Traffic (%)Lane Group Flow (vph) 97 51 8 130 103 28 7 442 105 10 223 25Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA PermProtected Phases 7 4 3 8 5 2 1 6119 Lanes, Volumes, Timings 2026 Buildout AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Buildout AM 8:00 am 06/13/2024 2026 Buildout AM Synchro 12 ReportAED - WestwoodPage 2Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRPermitted Phases 4 4 8 8 2 2 6 6Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6Switch PhaseMinimum Initial (s) 5.0 8.0 8.0 5.0 8.0 8.0 5.0 20.0 20.0 5.020.0 20.0Minimum Split (s) 9.5 24.1 24.1 9.5 24.1 24.1 9.5 26.4 26.4 9.5 26.3 26.3Total Split (s) 15.0 35.0 35.0 15.0 35.0 35.0 15.0 45.0 45.015.0 45.0 45.0Total Split (%) 13.6% 31.8% 31.8% 13.6% 31.8% 31.8% 13.6% 40.9% 40.9% 13.6% 40.9% 40.9%Maximum Green (s) 10.8 28.9 28.9 10.5 28.9 28.9 10.8 38.6 38.6 10.9 38.7 38.7Yellow Time (s) 3.0 4.0 4.0 3.0 3.5 3.5 3.0 5.0 5.0 3.0 5.0 5.0All-Red Time (s) 1.2 2.1 2.1 1.5 2.6 2.6 1.2 1.4 1.4 1.1 1.3 1.3Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.2 6.1 6.1 4.5 6.1 6.1 4.2 6.4 6.4 4.1 6.3 6.3Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesYesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.03.0 3.0Recall Mode None Max Max None Max Max None None None None NoneNoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 39.3 29.5 29.5 40.9 32.4 32.4 28.8 25.625.6 29.0 25.7 25.7Actuated g/C Ratio 0.48 0.36 0.36 0.50 0.39 0.39 0.35 0.31 0.31 0.35 0.31 0.31v/c Ratio 0.15 0.08 0.01 0.19 0.14 0.04 0.02 0.76 0.18 0.04 0.38 0.04Control Delay (s/veh) 12.8 22.1 0.0 13.0 21.8 0.1 15.7 35.54.4 15.9 24.5 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 12.8 22.1 0.0 13.0 21.8 0.1 15.7 35.5 4.4 15.9 24.5 0.1LOS B C A B C A B D A B C AApproach Delay (s/veh) 15.2 15.1 29.3 21.8Approach LOS B B C CIntersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 82.3Natural Cycle: 70Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.76Intersection Signal Delay (s/veh): 22.9 Intersection LOS: CIntersection Capacity Utilization 46.1% ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr120 Queues 2026 Buildout AM3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Buildout AM 8:00 am 06/13/2024 2026 Buildout AM Synchro 12 ReportAED - WestwoodPage 3Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane Group Flow (vph) 97 51 8 130 103 28 7 442 105 10 223 25v/c Ratio 0.15 0.08 0.01 0.19 0.14 0.04 0.02 0.76 0.18 0.04 0.38 0.04Control Delay (s/veh) 12.8 22.1 0.0 13.0 21.8 0.1 15.7 35.54.4 15.9 24.5 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 12.8 22.1 0.0 13.0 21.8 0.1 15.7 35.5 4.4 15.9 24.5 0.1Queue Length 50th (ft) 20 15 0 27 32 0 2 194 0 3 85 0Queue Length 95th (ft) 72 56 0 93 98 0 10 357 29 12 169 0Internal Link Dist (ft) 256 59 304 662Turn Bay Length (ft) 175 175 225 225 225 225 250 250Base Capacity (vph) 726 666 681 716 733 696 471 890 817 341 893 819Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.13 0.08 0.01 0.18 0.14 0.04 0.01 0.50 0.13 0.03 0.25 0.03Intersection Summary121 HCM 7th Signalized Intersection Summary 2026 Buildout AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Buildout AM 8:00 am 06/13/2024 2026 Buildout AM Synchro 12 ReportAED - WestwoodPage 4Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (veh/h) 86 46 7 116 92 25 6 395 94 9 199 22Future Volume (veh/h) 89 47 7 120 95 26 6 407 97 9 205 23Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.04 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1945 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 97 51 8 130 103 28 7 442 105 10 223 25Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 631 691 609 685 719 609 319 526 445 165 530 449Arrive On Green 0.06 0.37 0.37 0.07 0.38 0.38 0.01 0.28 0.280.01 0.28 0.28Sat Flow, veh/h 1781 1870 1648 1781 1870 1585 1781 1870 15851781 1870 1585Grp Volume(v), veh/h 97 51 8 130 103 28 7 442 105 10 223 25Grp Sat Flow(s),veh/h/ln 1781 1870 1648 1781 1870 1585 1781 1870 1585 1781 1870 1585Q Serve(g_s), s 2.6 1.4 0.2 3.5 2.8 0.9 0.2 17.4 4.0 0.3 7.6 0.9Cycle Q Clear(g_c), s 2.6 1.4 0.2 3.5 2.8 0.9 0.2 17.4 4.0 0.3 7.6 0.9Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 631 691 609 685 719 609 319 526 445 165 530 449V/C Ratio(X) 0.15 0.07 0.01 0.19 0.14 0.05 0.02 0.84 0.24 0.06 0.42 0.06Avail Cap(c_a), veh/h 777 691 609 804 719 609 549 923 782 391925 784HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 13.7 16.0 15.6 13.4 15.7 15.1 20.1 26.5 21.7 21.6 22.8 20.4Incr Delay (d2), s/veh 0.1 0.2 0.0 0.1 0.4 0.1 0.0 3.7 0.3 0.2 0.5 0.1Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 1.8 1.1 0.2 2.3 2.2 0.6 0.2 11.9 2.6 0.2 5.5 0.6Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 13.8 16.2 15.7 13.5 16.1 15.2 20.2 30.2 21.9 21.7 23.3 20.5LnGrp LOS B B B B B B C C C C C CApproach Vol, veh/h 156 261 554 258Approach Delay, s/veh 14.7 14.7 28.5 23.0Approach LOS B B C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.1 28.4 9.8 35.0 4.9 28.6 8.6 36.2Change Period (Y+Rc), s 4.1 6.4 4.5 6.1 4.2 * 6.4 4.2 6.1Max Green Setting (Gmax), s 10.9 38.6 10.5 28.9 10.8 * 3910.8 28.9Max Q Clear Time (g_c+I1), s 2.3 19.4 5.5 3.4 2.2 9.6 4.6 4.8Green Ext Time (p_c), s 0.0 2.6 0.1 0.2 0.0 1.2 0.1 0.6Intersection SummaryHCM 7th Control Delay, s/veh 22.7HCM 7th LOS CNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.122 Lanes, Volumes, Timings 2026 Buildout AM 7: Bluff Creek Dr06/13/20242026 Buildout AM 8:00 am 06/13/2024 2026 Buildout AM Synchro 12 ReportAED - WestwoodPage 5Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 22 10 114 5 5 117Future Volume (vph) 23 10 117 5 5 121Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850Flt Protected 0.950 0.950Satd. Flow (prot) 1770 1583 1863 1583 1770 1863Flt Permitted 0.950 0.950Satd. Flow (perm) 1770 1583 1863 1583 1770 1863Link Speed (mph) 30 35 35Link Distance (ft) 115 336 338Travel Time (s) 2.6 6.5 6.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 25 11 127 5 5 132Shared Lane Traffic (%)Lane Group Flow (vph) 25 11 127 5 5 132Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(ft) 12 12 12Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 9 15Sign Control Stop Free FreeIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 16.2% ICU Level of Service AAnalysis Period (min) 15123 HCM 7th TWSC 2026 Buildout AM7: Bluff Creek Dr06/13/20242026 Buildout AM 8:00 am 06/13/2024 2026 Buildout AM Synchro 12 ReportAED - WestwoodPage 6IntersectionInt Delay, s/veh 1.3Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 22 10 114 5 5 117Future Vol, veh/h 23 10 117 5 5 121Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 0 - 0 0 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 25 11 127 5 5 132Major/Minor Minor1 Major1 Major2Conflicting Flow All 270 127 0 0 133 0 Stage 1 127 - - - - - Stage 2 142 - - - - -Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 - - 2.218 -Pot Cap-1 Maneuver 720 923 - - 1452 - Stage 1 899 - - - - - Stage 2 885 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 717 923 - - 1452 -Mov Cap-2 Maneuver 717 - - - - - Stage 1 899 - - - - - Stage 2 881 - - - - -Approach WB NB SBHCM Control Delay, s/v 9.82 0 0.3HCM LOS AMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - 717 923 1452 -HCM Lane V/C Ratio - - 0.035 0.012 0.004 -HCM Control Delay (s/veh) - - 10.2 8.9 7.5 -HCM Lane LOS - - B A A -HCM 95th %tile Q(veh) - - 0.1 0 0 -124 Lanes, Volumes, Timings 2026 Buildout AM9: Pioneer Trail06/13/20242026 Buildout AM 8:00 am 06/13/2024 2026 Buildout AM Synchro 12 ReportAED - WestwoodPage 7Lane Group EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 0 495 230 5 0 0Future Volume (vph) 0 510 237 5 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850Flt ProtectedSatd. Flow (prot) 0 1863 1863 1583 0 1863Flt PermittedSatd. Flow (perm) 0 1863 1863 1583 0 1863Link Speed (mph) 30 30 30Link Distance (ft) 742 219 149Travel Time (s) 16.9 5.0 3.4Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 554 258 5 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 554 258 5 0 0Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 12 12 0Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9Sign Control Free Free StopIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 29.4% ICU Level of Service AAnalysis Period (min) 15125 HCM 7th TWSC 2026 Buildout AM9: Pioneer Trail06/13/20242026 Buildout AM 8:00 am 06/13/2024 2026 Buildout AM Synchro 12 ReportAED - WestwoodPage 8IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 495 230 5 0 0Future Vol, veh/h 0 510 237 5 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - 0 - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 554 258 5 0 0Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 258 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 6.22Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.318Pot Cap-1 Maneuver 0 - - - 0 781 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 781Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach EB WB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s/veh) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - -126 Lanes, Volumes, Timings 2026 Buildout PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Buildout PM 7:35 am 06/13/2024 2026 Buildout PM Synchro 12 ReportAED - WestwoodPage 1Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (vph) 51 177 14 104 74 11 17 352 196 13 422 45Future Volume (vph) 53 182 14 107 76 11 18 363 202 13 435 46Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width (ft) 12 12 14 12 12 12 12 12 12 12 12 12Storage Length (ft) 175 175 225 225 225 225 250 250Storage Lanes 1 1 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1863 1689 1770 1863 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.703 0.587 0.216 0.362Satd. Flow (perm) 1310 1863 1689 1093 1863 1583 402 1863 1583 674 1863 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 120 120 220 117Link Speed (mph) 35 35 50 50Link Distance (ft) 336 139 384 742Travel Time (s) 6.5 2.7 5.2 10.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 58 198 15 116 83 12 20 395 220 14 473 50Shared Lane Traffic (%)Lane Group Flow (vph) 58 198 15 116 83 12 20 395 220 14 473 50Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA PermProtected Phases 7 4 3 8 5 2 1 6127 Lanes, Volumes, Timings 2026 Buildout PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Buildout PM 7:35 am 06/13/2024 2026 Buildout PM Synchro 12 ReportAED - WestwoodPage 2Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRPermitted Phases 4 4 8 8 2 2 6 6Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6Switch PhaseMinimum Initial (s) 5.0 8.0 8.0 5.0 8.0 8.0 5.0 20.0 20.0 5.020.0 20.0Minimum Split (s) 10.0 24.1 24.1 10.0 24.1 24.1 10.0 26.5 26.5 10.0 26.5 26.5Total Split (s) 15.0 35.0 35.0 15.0 35.0 35.0 15.0 45.0 45.015.0 45.0 45.0Total Split (%) 13.6% 31.8% 31.8% 13.6% 31.8% 31.8% 13.6% 40.9% 40.9% 13.6% 40.9% 40.9%Maximum Green (s) 10.8 28.9 28.9 10.5 28.9 28.9 10.8 38.6 38.6 10.9 38.7 38.7Yellow Time (s) 3.0 4.0 4.0 3.0 3.5 3.5 3.0 5.0 5.0 3.0 5.0 5.0All-Red Time (s) 1.2 2.1 2.1 1.5 2.6 2.6 1.2 1.4 1.4 1.1 1.3 1.3Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.2 6.1 6.1 4.5 6.1 6.1 4.2 6.4 6.4 4.1 6.3 6.3Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesYesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.03.0 3.0Recall Mode None Max Max None Max Max None None None None NoneNoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 37.9 30.1 30.1 39.7 31.3 31.3 32.8 29.329.3 31.9 27.5 27.5Actuated g/C Ratio 0.45 0.36 0.36 0.47 0.37 0.37 0.39 0.35 0.35 0.38 0.33 0.33v/c Ratio 0.09 0.30 0.02 0.20 0.12 0.02 0.08 0.61 0.32 0.04 0.78 0.08Control Delay (s/veh) 15.0 26.1 0.1 15.4 23.9 0.1 15.6 28.04.3 15.1 36.9 0.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 15.0 26.1 0.1 15.4 23.9 0.1 15.6 28.0 4.3 15.1 36.9 0.3LOS B C A B C A B C A B D AApproach Delay (s/veh) 22.3 17.9 19.4 32.9Approach LOS C B B CIntersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 84.4Natural Cycle: 75Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.78Intersection Signal Delay (s/veh): 24.1 Intersection LOS: CIntersection Capacity Utilization 51.4% ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr128 Queues 2026 Buildout PM3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Buildout PM 7:35 am 06/13/2024 2026 Buildout PM Synchro 12 ReportAED - WestwoodPage 3Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane Group Flow (vph) 58 198 15 116 83 12 20 395 220 14 473 50v/c Ratio 0.09 0.30 0.02 0.20 0.12 0.02 0.08 0.61 0.32 0.04 0.78 0.08Control Delay (s/veh) 15.0 26.1 0.1 15.4 23.9 0.1 15.6 28.04.3 15.1 36.9 0.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 15.0 26.1 0.1 15.4 23.9 0.1 15.6 28.0 4.3 15.1 36.9 0.3Queue Length 50th (ft) 12 67 0 25 26 0 6 166 0 4 210 0Queue Length 95th (ft) 48 178 0 85 81 0 20 312 48 15 392 0Internal Link Dist (ft) 256 59 304 662Turn Bay Length (ft) 175 175 225 225 225 225 250 250Base Capacity (vph) 688 665 680 618 690 662 341 916 890 413 890 818Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.08 0.30 0.02 0.19 0.12 0.02 0.06 0.43 0.25 0.03 0.53 0.06Intersection Summary129 HCM 7th Signalized Intersection Summary 2026 Buildout PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/13/20242026 Buildout PM 7:35 am 06/13/2024 2026 Buildout PM Synchro 12 ReportAED - WestwoodPage 4Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (veh/h) 51 177 14 104 74 11 17 352 196 13 422 45Future Volume (veh/h) 53 182 14 107 76 11 18 363 202 13 435 46Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.04 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1945 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 58 198 15 116 83 12 20 395 220 14 473 50Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 625 670 591 529 708 600 178 564 478 212 551 467Arrive On Green 0.05 0.36 0.36 0.06 0.38 0.38 0.02 0.30 0.300.02 0.29 0.29Sat Flow, veh/h 1781 1870 1648 1781 1870 1585 1781 1870 15851781 1870 1585Grp Volume(v), veh/h 58 198 15 116 83 12 20 395 220 14 473 50Grp Sat Flow(s),veh/h/ln 1781 1870 1648 1781 1870 1585 1781 1870 1585 1781 1870 1585Q Serve(g_s), s 1.6 6.1 0.5 3.3 2.3 0.4 0.6 15.1 9.1 0.4 19.3 1.9Cycle Q Clear(g_c), s 1.6 6.1 0.5 3.3 2.3 0.4 0.6 15.1 9.1 0.4 19.3 1.9Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 625 670 591 529 708 600 178 564 478 212 551 467V/C Ratio(X) 0.09 0.30 0.03 0.22 0.12 0.02 0.11 0.70 0.46 0.07 0.86 0.11Avail Cap(c_a), veh/h 783 670 591 651 708 600 377 895 759 423898 761HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 14.8 18.6 16.8 14.8 16.3 15.7 21.4 24.9 22.8 20.6 26.8 20.7Incr Delay (d2), s/veh 0.1 1.1 0.1 0.2 0.3 0.1 0.3 1.6 0.7 0.1 4.7 0.1Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 1.1 4.9 0.3 2.3 1.8 0.3 0.4 10.3 5.9 0.3 13.1 1.2Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 14.9 19.7 16.8 15.0 16.6 15.8 21.6 26.5 23.5 20.7 31.6 20.8LnGrp LOS B B B B B B C C C C C CApproach Vol, veh/h 271 211 635 537Approach Delay, s/veh 18.5 15.7 25.3 30.3Approach LOS B B C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.4 30.7 9.5 35.0 6.0 30.2 7.8 36.6Change Period (Y+Rc), s 4.1 6.4 4.5 6.1 4.2 * 6.4 4.2 6.1Max Green Setting (Gmax), s 10.9 38.6 10.5 28.9 10.8 * 3910.8 28.9Max Q Clear Time (g_c+I1), s 2.4 17.1 5.3 8.1 2.6 21.3 3.64.3Green Ext Time (p_c), s 0.0 2.8 0.1 1.0 0.0 2.5 0.0 0.4Intersection SummaryHCM 7th Control Delay, s/veh 24.6HCM 7th LOS CNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.130 Lanes, Volumes, Timings 2026 Buildout PM 7: Bluff Creek Dr06/13/20242026 Buildout PM 7:35 am 06/13/2024 2026 Buildout PM Synchro 12 ReportAED - WestwoodPage 5Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 18 8 124 13 11 225Future Volume (vph) 19 8 128 13 11 232Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850Flt Protected 0.950 0.950Satd. Flow (prot) 1770 1583 1863 1583 1770 1863Flt Permitted 0.950 0.950Satd. Flow (perm) 1770 1583 1863 1583 1770 1863Link Speed (mph) 30 35 35Link Distance (ft) 115 336 338Travel Time (s) 2.6 6.5 6.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 21 9 139 14 12 252Shared Lane Traffic (%)Lane Group Flow (vph) 21 9 139 14 12 252Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(ft) 12 12 12Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 9 15Sign Control Stop Free FreeIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 21.8% ICU Level of Service AAnalysis Period (min) 15131 HCM 7th TWSC 2026 Buildout PM7: Bluff Creek Dr06/13/20242026 Buildout PM 7:35 am 06/13/2024 2026 Buildout PM Synchro 12 ReportAED - WestwoodPage 6IntersectionInt Delay, s/veh 0.9Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 18 8 124 13 11 225Future Vol, veh/h 19 8 128 13 11 232Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 0 - 0 0 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 21 9 139 14 12 252Major/Minor Minor1 Major1 Major2Conflicting Flow All 415 139 0 0 153 0 Stage 1 139 - - - - - Stage 2 276 - - - - -Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 - - 2.218 -Pot Cap-1 Maneuver 594 909 - - 1427 - Stage 1 888 - - - - - Stage 2 770 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 589 909 - - 1427 -Mov Cap-2 Maneuver 589 - - - - - Stage 1 888 - - - - - Stage 2 764 - - - - -Approach WB NB SBHCM Control Delay, s/v10.64 0 0.34HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - 589 909 1427 -HCM Lane V/C Ratio - - 0.035 0.01 0.008 -HCM Control Delay (s/veh) - - 11.3 9 7.5 -HCM Lane LOS - - B A A -HCM 95th %tile Q(veh) - - 0.1 0 0 -132 Lanes, Volumes, Timings 2026 Buildout PM9: Pioneer Trail06/13/20242026 Buildout PM 7:35 am 06/13/2024 2026 Buildout PM Synchro 12 ReportAED - WestwoodPage 7Lane Group EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 0 407 481 11 0 0Future Volume (vph) 0 419 496 11 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850Flt ProtectedSatd. Flow (prot) 0 1863 1863 1583 0 1863Flt PermittedSatd. Flow (perm) 0 1863 1863 1583 0 1863Link Speed (mph) 30 30 30Link Distance (ft) 742 219 149Travel Time (s) 16.9 5.0 3.4Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 455 539 12 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 455 539 12 0 0Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 12 12 0Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9Sign Control Free Free StopIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 28.6% ICU Level of Service AAnalysis Period (min) 15133 HCM 7th TWSC 2026 Buildout PM9: Pioneer Trail06/13/20242026 Buildout PM 7:35 am 06/13/2024 2026 Buildout PM Synchro 12 ReportAED - WestwoodPage 8IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 407 481 11 0 0Future Vol, veh/h 0 419 496 11 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - 0 - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 455 539 12 0 0Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 539 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 6.22Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.318Pot Cap-1 Maneuver 0 - - - 0 542 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 542Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach EB WB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s/veh) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - -134 Lanes, Volumes, Timings 2040 Buildout AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Buildout AM 11:23 am 06/14/2024 2040 Buildout AM Synchro 12 ReportAED - WestwoodPage 1Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (vph) 106 57 9 143 113 30 8 486 115 11 245 27Future Volume (vph) 106 57 9 143 113 30 8 486 115 11 245 27Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width (ft) 12 12 14 12 12 12 12 12 12 12 12 12Storage Length (ft) 175 175 225 225 225 225 250 250Storage Lanes 1 1 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1863 1689 1770 1863 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.678 0.700 0.509 0.173Satd. Flow (perm) 1263 1863 1689 1304 1863 1583 948 1863 1583 322 1863 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 120 120 119 117Link Speed (mph) 35 35 50 50Link Distance (ft) 336 139 384 742Travel Time (s) 6.5 2.7 5.2 10.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 115 62 10 155 123 33 9 528 125 12 266 29Shared Lane Traffic (%)Lane Group Flow (vph) 115 62 10 155 123 33 9 528 125 12 266 29Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA PermProtected Phases 7 4 3 8 5 2 1 6135 Lanes, Volumes, Timings 2040 Buildout AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Buildout AM 11:23 am 06/14/2024 2040 Buildout AM Synchro 12 ReportAED - WestwoodPage 2Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRPermitted Phases 4 4 8 8 2 2 6 6Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6Switch PhaseMinimum Initial (s) 5.0 8.0 8.0 5.0 8.0 8.0 5.0 20.0 20.0 5.020.0 20.0Minimum Split (s) 9.5 24.1 24.1 9.5 24.1 24.1 9.5 26.4 26.4 9.5 26.3 26.3Total Split (s) 15.0 35.0 35.0 15.0 35.0 35.0 15.0 45.0 45.015.0 45.0 45.0Total Split (%) 13.6% 31.8% 31.8% 13.6% 31.8% 31.8% 13.6% 40.9% 40.9% 13.6% 40.9% 40.9%Maximum Green (s) 10.8 28.9 28.9 10.5 28.9 28.9 10.8 38.6 38.6 10.9 38.7 38.7Yellow Time (s) 3.0 4.0 4.0 3.0 3.5 3.5 3.0 5.0 5.0 3.0 5.0 5.0All-Red Time (s) 1.2 2.1 2.1 1.5 2.6 2.6 1.2 1.4 1.4 1.1 1.3 1.3Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.2 6.1 6.1 4.5 6.1 6.1 4.2 6.4 6.4 4.1 6.3 6.3Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesYesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.03.0 3.0Recall Mode None Max Max None Max Max None None None None NoneNoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 39.9 29.4 29.4 40.7 30.1 30.1 32.8 29.529.5 32.9 29.6 29.6Actuated g/C Ratio 0.46 0.34 0.34 0.47 0.35 0.35 0.38 0.34 0.34 0.38 0.34 0.34v/c Ratio 0.18 0.10 0.02 0.24 0.19 0.05 0.02 0.84 0.20 0.05 0.42 0.05Control Delay (s/veh) 14.4 24.4 0.0 14.8 24.4 0.2 15.3 39.75.6 15.6 24.5 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 14.4 24.4 0.0 14.8 24.4 0.2 15.3 39.7 5.6 15.6 24.5 0.1LOS B C A B C A B D A B C AApproach Delay (s/veh) 17.0 17.0 32.9 21.9Approach LOS B B C CIntersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 86.9Natural Cycle: 75Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.84Intersection Signal Delay (s/veh): 25.2 Intersection LOS: CIntersection Capacity Utilization 52.0% ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr136 Queues 2040 Buildout AM3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Buildout AM 11:23 am 06/14/2024 2040 Buildout AM Synchro 12 ReportAED - WestwoodPage 3Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane Group Flow (vph) 115 62 10 155 123 33 9 528 125 12 266 29v/c Ratio 0.18 0.10 0.02 0.24 0.19 0.05 0.02 0.84 0.20 0.05 0.42 0.05Control Delay (s/veh) 14.4 24.4 0.0 14.8 24.4 0.2 15.3 39.75.6 15.6 24.5 0.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 14.4 24.4 0.0 14.8 24.4 0.2 15.3 39.7 5.6 15.6 24.5 0.1Queue Length 50th (ft) 30 23 0 42 46 0 3 252 2 4 106 0Queue Length 95th (ft) 83 65 0 109 114 0 12 448 41 14 203 0Internal Link Dist (ft) 256 59 304 662Turn Bay Length (ft) 175 175 225 225 225 225 250 250Base Capacity (vph) 679 630 650 692 645 626 468 841 780 309 844 781Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.17 0.10 0.02 0.22 0.19 0.05 0.02 0.63 0.16 0.04 0.32 0.04Intersection Summary137 HCM 7th Signalized Intersection Summary 2040 Buildout AM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Buildout AM 11:23 am 06/14/2024 2040 Buildout AM Synchro 12 ReportAED - WestwoodPage 4Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (veh/h) 106 57 9 143 113 30 8 486 115 11 245 27Future Volume (veh/h) 106 57 9 143 113 30 8 486 115 11 245 27Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.04 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1945 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 115 62 10 155 123 33 9 528 125 12 266 29Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 579 631 556 642 669 567 335 604 512 154 608 515Arrive On Green 0.06 0.34 0.34 0.08 0.36 0.36 0.01 0.32 0.320.01 0.33 0.33Sat Flow, veh/h 1781 1870 1648 1781 1870 1585 1781 1870 15851781 1870 1585Grp Volume(v), veh/h 115 62 10 155 123 33 9 528 125 12 266 29Grp Sat Flow(s),veh/h/ln 1781 1870 1648 1781 1870 1585 1781 1870 1585 1781 1870 1585Q Serve(g_s), s 3.5 1.9 0.3 4.8 3.9 1.2 0.3 22.8 5.0 0.4 9.6 1.1Cycle Q Clear(g_c), s 3.5 1.9 0.3 4.8 3.9 1.2 0.3 22.8 5.0 0.4 9.6 1.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 579 631 556 642 669 567 335 604 512 154 608 515V/C Ratio(X) 0.20 0.10 0.02 0.24 0.18 0.06 0.03 0.87 0.24 0.08 0.44 0.06Avail Cap(c_a), veh/h 693 631 556 721 669 567 540 843 715 355845 717HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 16.5 19.4 18.9 16.0 18.9 18.0 19.6 27.3 21.3 22.0 22.7 19.9Incr Delay (d2), s/veh 0.2 0.3 0.1 0.2 0.6 0.2 0.0 7.5 0.2 0.2 0.5 0.0Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 2.5 1.6 0.2 3.3 3.1 0.8 0.2 15.6 3.2 0.3 7.0 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 16.7 19.7 19.0 16.2 19.5 18.2 19.6 34.9 21.5 22.2 23.2 19.9LnGrp LOS B B B B B B B C C C C BApproach Vol, veh/h 187 311 662 307Approach Delay, s/veh 17.8 17.7 32.2 22.9Approach LOS B B C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.3 34.1 11.2 35.0 5.2 34.2 9.5 36.7Change Period (Y+Rc), s 4.1 6.4 4.5 6.1 4.2 * 6.4 4.2 6.1Max Green Setting (Gmax), s 10.9 38.6 10.5 28.9 10.8 * 3910.8 28.9Max Q Clear Time (g_c+I1), s 2.4 24.8 6.8 3.9 2.3 11.6 5.55.9Green Ext Time (p_c), s 0.0 2.9 0.1 0.3 0.0 1.4 0.1 0.7Intersection SummaryHCM 7th Control Delay, s/veh 25.3HCM 7th LOS CNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.138 Lanes, Volumes, Timings 2040 Buildout AM 7: Bluff Creek Dr06/14/20242040 Buildout AM 11:23 am 06/14/2024 2040 Buildout AM Synchro 12 ReportAED - WestwoodPage 5Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 27 12 141 6 6 145Future Volume (vph) 27 12 141 6 6 145Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850Flt Protected 0.950 0.950Satd. Flow (prot) 1770 1583 1863 1583 1770 1863Flt Permitted 0.950 0.950Satd. Flow (perm) 1770 1583 1863 1583 1770 1863Link Speed (mph) 30 35 35Link Distance (ft) 115 336 338Travel Time (s) 2.6 6.5 6.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 29 13 153 7 7 158Shared Lane Traffic (%)Lane Group Flow (vph) 29 13 153 7 7 158Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(ft) 12 12 12Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 9 15Sign Control Stop Free FreeIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 17.6% ICU Level of Service AAnalysis Period (min) 15139 HCM 7th TWSC 2040 Buildout AM7: Bluff Creek Dr06/14/20242040 Buildout AM 11:23 am 06/14/2024 2040 Buildout AM Synchro 12 ReportAED - WestwoodPage 6IntersectionInt Delay, s/veh 1.3Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 27 12 141 6 6 145Future Vol, veh/h 27 12 141 6 6 145Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 0 - 0 0 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 29 13 153 7 7 158Major/Minor Minor1 Major1 Major2Conflicting Flow All 324 153 0 0 160 0 Stage 1 153 - - - - - Stage 2 171 - - - - -Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 - - 2.218 -Pot Cap-1 Maneuver 670 893 - - 1419 - Stage 1 875 - - - - - Stage 2 859 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 667 893 - - 1419 -Mov Cap-2 Maneuver 667 - - - - - Stage 1 875 - - - - - Stage 2 855 - - - - -Approach WB NB SBHCM Control Delay, s/v10.17 0 0.3HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - 667 893 1419 -HCM Lane V/C Ratio - - 0.044 0.015 0.005 -HCM Control Delay (s/veh) - - 10.6 9.1 7.5 -HCM Lane LOS - - B A A -HCM 95th %tile Q(veh) - - 0.1 0 0 -140 Lanes, Volumes, Timings 2040 Buildout AM9: Pioneer Trail06/14/20242040 Buildout AM 11:23 am 06/14/2024 2040 Buildout AM Synchro 12 ReportAED - WestwoodPage 7Lane Group EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 0 610 283 6 0 0Future Volume (vph) 0 610 283 6 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850Flt ProtectedSatd. Flow (prot) 0 1863 1863 1583 0 1863Flt PermittedSatd. Flow (perm) 0 1863 1863 1583 0 1863Link Speed (mph) 30 30 30Link Distance (ft) 742 219 149Travel Time (s) 16.9 5.0 3.4Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 663 308 7 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 663 308 7 0 0Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 12 12 0Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9Sign Control Free Free StopIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 35.4% ICU Level of Service AAnalysis Period (min) 15141 HCM 7th TWSC 2040 Buildout AM9: Pioneer Trail06/14/20242040 Buildout AM 11:23 am 06/14/2024 2040 Buildout AM Synchro 12 ReportAED - WestwoodPage 8IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 610 283 6 0 0Future Vol, veh/h 0 610 283 6 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - 0 - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 663 308 7 0 0Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 308 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 6.22Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.318Pot Cap-1 Maneuver 0 - - - 0 732 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 732Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach EB WB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s/veh) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - -142 Lanes, Volumes, Timings 2040 Buildout PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Buildout PM 11:24 am 06/14/2024 2040 Buildout PM Synchro 12 ReportAED - WestwoodPage 1Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (vph) 63 218 18 128 91 14 21 434 241 16 520 56Future Volume (vph) 63 218 18 128 91 14 21 434 241 16 520 56Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Lane Width (ft) 12 12 14 12 12 12 12 12 12 12 12 12Storage Length (ft) 175 175 225 225 225 225 250 250Storage Lanes 1 1 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1863 1689 1770 1863 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.693 0.492 0.131 0.249Satd. Flow (perm) 1291 1863 1689 916 1863 1583 244 1863 1583464 1863 1583Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 120 120 262 117Link Speed (mph) 35 35 50 50Link Distance (ft) 336 139 384 742Travel Time (s) 6.5 2.7 5.2 10.1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 68 237 20 139 99 15 23 472 262 17 565 61Shared Lane Traffic (%)Lane Group Flow (vph) 68 237 20 139 99 15 23 472 262 17 565 61Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(ft) 12 12 12 12Link Offset(ft) 0 0 0 0Crosswalk Width(ft) 16 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9 15 9 15 9Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru RightLeading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(ft) 94 94 94 94Detector 2 Size(ft) 6 6 6 6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA PermProtected Phases 7 4 3 8 5 2 1 6143 Lanes, Volumes, Timings 2040 Buildout PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Buildout PM 11:24 am 06/14/2024 2040 Buildout PM Synchro 12 ReportAED - WestwoodPage 2Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRPermitted Phases 4 4 8 8 2 2 6 6Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6Switch PhaseMinimum Initial (s) 5.0 8.0 8.0 5.0 8.0 8.0 5.0 20.0 20.0 5.020.0 20.0Minimum Split (s) 10.0 24.1 24.1 10.0 24.1 24.1 10.0 26.5 26.5 10.0 26.5 26.5Total Split (s) 15.0 35.0 35.0 15.0 35.0 35.0 15.0 45.0 45.015.0 45.0 45.0Total Split (%) 13.6% 31.8% 31.8% 13.6% 31.8% 31.8% 13.6% 40.9% 40.9% 13.6% 40.9% 40.9%Maximum Green (s) 10.8 28.9 28.9 10.5 28.9 28.9 10.8 38.6 38.6 10.9 38.7 38.7Yellow Time (s) 3.0 4.0 4.0 3.0 3.5 3.5 3.0 5.0 5.0 3.0 5.0 5.0All-Red Time (s) 1.2 2.1 2.1 1.5 2.6 2.6 1.2 1.4 1.4 1.1 1.3 1.3Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.2 6.1 6.1 4.5 6.1 6.1 4.2 6.4 6.4 4.1 6.3 6.3Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesYesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.03.0 3.0Recall Mode None Max Max None Max Max None None None None NoneNoneWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 39.1 29.5 29.5 42.3 33.4 33.4 36.4 31.831.8 36.3 31.7 31.7Actuated g/C Ratio 0.43 0.32 0.32 0.46 0.37 0.37 0.40 0.35 0.35 0.40 0.35 0.35v/c Ratio 0.11 0.39 0.03 0.27 0.15 0.02 0.11 0.73 0.36 0.06 0.87 0.10Control Delay (s/veh) 16.4 29.6 0.1 17.4 25.8 0.1 15.9 33.94.5 15.0 44.1 0.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 16.4 29.6 0.1 17.4 25.8 0.1 15.9 33.9 4.5 15.0 44.1 0.4LOS B C A B C A B C A B D AApproach Delay (s/veh) 25.0 19.7 23.2 39.2Approach LOS C B C DIntersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 91.2Natural Cycle: 75Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.87Intersection Signal Delay (s/veh): 28.2 Intersection LOS: CIntersection Capacity Utilization 60.0% ICU Level of Service BAnalysis Period (min) 15Splits and Phases: 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr144 Queues 2040 Buildout PM3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Buildout PM 11:24 am 06/14/2024 2040 Buildout PM Synchro 12 ReportAED - WestwoodPage 3Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane Group Flow (vph) 68 237 20 139 99 15 23 472 262 17 565 61v/c Ratio 0.11 0.39 0.03 0.27 0.15 0.02 0.11 0.73 0.36 0.06 0.87 0.10Control Delay (s/veh) 16.4 29.6 0.1 17.4 25.8 0.1 15.9 33.94.5 15.0 44.1 0.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 16.4 29.6 0.1 17.4 25.8 0.1 15.9 33.9 4.5 15.0 44.1 0.4Queue Length 50th (ft) 19 101 0 40 37 0 8 216 0 6 276 0Queue Length 95th (ft) 54 211 0 99 95 0 22 389 52 17 #533 2Internal Link Dist (ft) 256 59 304 662Turn Bay Length (ft) 175 175 225 225 225 225 250 250Base Capacity (vph) 658 602 627 533 682 656 285 807 834 351 806 751Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.10 0.39 0.03 0.26 0.15 0.02 0.08 0.58 0.31 0.05 0.70 0.08Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.145 HCM 7th Signalized Intersection Summary 2040 Buildout PM 3: Pioneer Trail & Bluff Creek Drive/Bluff Creek Dr06/14/20242040 Buildout PM 11:24 am 06/14/2024 2040 Buildout PM Synchro 12 ReportAED - WestwoodPage 4Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWRLane ConfigurationsTraffic Volume (veh/h) 63 218 18 128 91 14 21 434 241 16 520 56Future Volume (veh/h) 63 218 18 128 91 14 21 434 241 16 520 56Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.04 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1945 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 68 237 20 139 99 15 23 472 262 17 565 61Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 572 610 537 466 665 564 166 645 546 205 633 536Arrive On Green 0.05 0.33 0.33 0.07 0.36 0.36 0.02 0.34 0.340.02 0.34 0.34Sat Flow, veh/h 1781 1870 1648 1781 1870 1585 1781 1870 15851781 1870 1585Grp Volume(v), veh/h 68 237 20 139 99 15 23 472 262 17 565 61Grp Sat Flow(s),veh/h/ln 1781 1870 1648 1781 1870 1585 1781 1870 1585 1781 1870 1585Q Serve(g_s), s 2.2 8.7 0.7 4.5 3.2 0.5 0.7 19.6 11.5 0.5 25.42.3Cycle Q Clear(g_c), s 2.2 8.7 0.7 4.5 3.2 0.5 0.7 19.6 11.5 0.5 25.4 2.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 572 610 537 466 665 564 166 645 546 205 633 536V/C Ratio(X) 0.12 0.39 0.04 0.30 0.15 0.03 0.14 0.73 0.48 0.08 0.89 0.11Avail Cap(c_a), veh/h 707 610 537 548 665 564 340 814 690 389816 692HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 18.2 23.1 20.4 17.8 19.4 18.6 22.0 25.5 22.8 20.6 27.8 20.2Incr Delay (d2), s/veh 0.1 1.9 0.1 0.4 0.5 0.1 0.4 2.6 0.7 0.2 10.1 0.1Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 1.6 7.2 0.5 3.2 2.6 0.4 0.5 13.0 7.5 0.4 17.6 1.5Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 18.3 24.9 20.5 18.2 19.9 18.7 22.4 28.0 23.5 20.7 37.9 20.3LnGrp LOS B C C B B B C C C C D CApproach Vol, veh/h 325 253 757 643Approach Delay, s/veh 23.3 18.9 26.3 35.8Approach LOS C B C DTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 5.8 37.0 10.9 35.0 6.4 36.4 8.3 37.6Change Period (Y+Rc), s 4.1 6.4 4.5 6.1 4.2 * 6.4 4.2 6.1Max Green Setting (Gmax), s 10.9 38.6 10.5 28.9 10.8 * 3910.8 28.9Max Q Clear Time (g_c+I1), s 2.5 21.6 6.5 10.7 2.7 27.4 4.2 5.2Green Ext Time (p_c), s 0.0 3.2 0.1 1.2 0.0 2.6 0.1 0.5Intersection SummaryHCM 7th Control Delay, s/veh 27.9HCM 7th LOS CNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.146 Lanes, Volumes, Timings 2040 Buildout PM 7: Bluff Creek Dr06/14/20242040 Buildout PM 11:24 am 06/14/2024 2040 Buildout PM Synchro 12 ReportAED - WestwoodPage 5Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 22 10 152 16 14 276Future Volume (vph) 22 10 152 16 14 276Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850 0.850Flt Protected 0.950 0.950Satd. Flow (prot) 1770 1583 1863 1583 1770 1863Flt Permitted 0.950 0.950Satd. Flow (perm) 1770 1583 1863 1583 1770 1863Link Speed (mph) 30 35 35Link Distance (ft) 115 336 338Travel Time (s) 2.6 6.5 6.6Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 24 11 165 17 15 300Shared Lane Traffic (%)Lane Group Flow (vph) 24 11 165 17 15 300Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(ft) 12 12 12Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 9 15Sign Control Stop Free FreeIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 24.5% ICU Level of Service AAnalysis Period (min) 15147 HCM 7th TWSC 2040 Buildout PM7: Bluff Creek Dr06/14/20242040 Buildout PM 11:24 am 06/14/2024 2040 Buildout PM Synchro 12 ReportAED - WestwoodPage 6IntersectionInt Delay, s/veh 0.9Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 22 10 152 16 14 276Future Vol, veh/h 22 10 152 16 14 276Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 0 - 0 0 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 24 11 165 17 15 300Major/Minor Minor1 Major1 Major2Conflicting Flow All 496 165 0 0 183 0 Stage 1 165 - - - - - Stage 2 330 - - - - -Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 1 5.42 - - - - -Critical Hdwy Stg 2 5.42 - - - - -Follow-up Hdwy 3.518 3.318 - - 2.218 -Pot Cap-1 Maneuver 533 879 - - 1392 - Stage 1 864 - - - - - Stage 2 728 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 528 879 - - 1392 -Mov Cap-2 Maneuver 528 - - - - - Stage 1 864 - - - - - Stage 2 720 - - - - -Approach WB NB SBHCM Control Delay, s/v11.21 0 0.37HCM LOS BMinor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBTCapacity (veh/h) - - 528 879 1392 -HCM Lane V/C Ratio - - 0.045 0.012 0.011 -HCM Control Delay (s/veh) - - 12.1 9.1 7.6 -HCM Lane LOS - - B A A -HCM 95th %tile Q(veh) - - 0.1 0 0 -148 Lanes, Volumes, Timings 2040 Buildout PM9: Pioneer Trail06/14/20242040 Buildout PM 11:24 am 06/14/2024 2040 Buildout PM Synchro 12 ReportAED - WestwoodPage 7Lane Group EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Volume (vph) 0 501 592 14 0 0Future Volume (vph) 0 501 592 14 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.850Flt ProtectedSatd. Flow (prot) 0 1863 1863 1583 0 1863Flt PermittedSatd. Flow (perm) 0 1863 1863 1583 0 1863Link Speed (mph) 30 30 30Link Distance (ft) 742 219 149Travel Time (s) 16.9 5.0 3.4Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 545 643 15 0 0Shared Lane Traffic (%)Lane Group Flow (vph) 0 545 643 15 0 0Enter Blocked Intersection No No No No No NoLane Alignment Left Left Left Right Left RightMedian Width(ft) 12 12 0Link Offset(ft) 0 0 0Crosswalk Width(ft) 16 16 16Two way Left Turn LaneHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (mph) 15 9 15 9Sign Control Free Free StopIntersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 34.5% ICU Level of Service AAnalysis Period (min) 15149 HCM 7th TWSC 2040 Buildout PM9: Pioneer Trail06/14/20242040 Buildout PM 11:24 am 06/14/2024 2040 Buildout PM Synchro 12 ReportAED - WestwoodPage 8IntersectionInt Delay, s/veh 0Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsTraffic Vol, veh/h 0 501 592 14 0 0Future Vol, veh/h 0 501 592 14 0 0Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - - - 0 - 0Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 545 643 15 0 0Major/Minor Major1 Major2 Minor2Conflicting Flow All - 0 - 0 - 643 Stage 1 - - - - - - Stage 2 - - - - - -Critical Hdwy - - - - - 6.22Critical Hdwy Stg 1 - - - - - -Critical Hdwy Stg 2 - - - - - -Follow-up Hdwy - - - - - 3.318Pot Cap-1 Maneuver 0 - - - 0 473 Stage 1 0 - - - 0 - Stage 2 0 - - - 0 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - - - - 473Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - -Approach EB WB SBHCM Control Delay, s/v 0 0 0HCM LOS AMinor Lane/Major Mvmt EBT WBT WBRSBLn1Capacity (veh/h) - - - -HCM Lane V/C Ratio - - - -HCM Control Delay (s/veh) - - - 0HCM Lane LOS - - - AHCM 95th %tile Q(veh) - - - -150 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX E Crash Data Intersection Crash Rate Calculations 151 1 INTERSECTION DETAIL PIONEER TRAIL AND BLUFF CREEK DRIVE 01 MAY 19 - 01 MAY 24 COUNTY: CARVER Crash Severity Crash Date Crash Year Crash Time Primary Street Distance Dir Secondary Street Weather Fatalities Injured Property Damage Only Injury Type Crash Type Total Vehicles PROPERTY DAMAGE ONLY 2-Nov-2019 2019 7:35:00 AM PIONEER TRL SLEET, HAIL (FREEZING RAIN)PDO OTHER 1 PROPERTY DAMAGE ONLY 27-Nov-2019 2019 10:10:00 AM BLUFF CREEK DR PIONEER TRL BLOWING SAND, SOIL, DIRT, SNOW PDO REAR-END 2 POSSIBLE INJURY CRASH 29-Dec-2019 2019 10:26:00 AM PIONEER TRL FOG, SMOG, SMOKE 2 C SIDESWIPE OPPOSING 2 POSSIBLE INJURY CRASH 5-Sep-2020 2020 1:09:00 PM PIONEER TRL CLEAR 1 C ANGLE 2 PROPERTY DAMAGE ONLY 12-Oct-2020 2020 9:10:00 AM BLUFF CREEK DR CLOUDY PDO REAR-END 2 PROPERTY DAMAGE ONLY 27-Nov-2020 2020 4:03:00 PM PIONEER TRL BLUFF CREEK DR CLEAR PDO REAR-END 2 PROPERTY DAMAGE ONLY 13-Apr-2021 2021 1:00:00 PM BLUFF CREEK DR CLOUDY PDO SIDESWIPE OPPOSING 2 PROPERTY DAMAGE ONLY 27-Oct-2022 2022 7:35:00 PM PIONEER TRL CLEAR PDO SINGLE VEHICLE OTHER 1 PROPERTY DAMAGE ONLY 2-Nov-2023 2023 5:25:00 PM BLUFF CREEK DR CLEAR PDO ANGLE 2 Sum: 0 Sum: 3 Count: 7 Count: 0 Count: 2 Total:9 Crash Data- Pioneer Trail at Bluff Creek Drive 152 Intersection: Statewide Averages based on 2018-2022 crashes 0 0 0 2 7 9 = =Signal, Low Volume (<=20K) 0.443 0.000 0.138 0.350 0.370 4.490 1.20 0.00 Intersection Safety Screening Pioneer Trail and Bluff Creek Drive Crashes by Crash Severity Intersection Characteristics Fatal (K)Entering Volume 11,124 Statewide comparison Total Crash Rate Fatal & Serious Injury Crash Rate Serious Injury (A)Environment Urban Minor Injury (B)Lighting Lit Total Crashes Annual crash cost $66,200 The observed crash rate is the number of crashes per million entering vehicles (MEV). The critical rate is a statistical comparison based on similar intersections statewide. An observed crash rate greater than the critical rate indicates that the intersection operates outside the expected, normal range. The critical index reports the magnitude of this difference (i.e. observed crash rate ÷ critical crash rate). The observed total crash rate for this period is 0.44 per MEV; this is 1.2 times the critical rate. If crashes were reduced by 2 over five years, this intersection would perform within normal range. The observed fatal and serious injury crash rate for this period is 0.00 per 100 MEV; this is 100% below the critical rate. The intersection operates within the normal range. Statewide Average Statewide Average Critical Rate Critical Rate Critical Index Critical Index Possible Injury (C)Traffic Control Signal Observed Observed Property Damage (PDO) Developed by MnDOT Office of Traffic Engineering. January 2022.153 Pioneer Ridge Traffic Impact Analysis 6/21/2024 Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX F Pioneer Ridge Project Information 154 93093093 0 930930930 930 930930932932 934928920920920920920 920920920918922920 920920 928926922 9 2 8 9 3 2 9349369 3 8 9409 4 6 944930930920910900890900920 910900 936 948∆∆∆∆∆∆∆∆ ∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆SSXXPOH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSANSANSANSANSANSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOSTOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATSTOPOH POH POH POH POHPOHPOHPOHPOHPOHPOHSTO STOHH FIBER OPTICFOFOFD. 1/2 INCHOPEN IRON PIPEFD. 1/2 INCH OPENLS #12294FD. 2 INCH MNDT DISCR/W BOUNDARY CORNER B6FD. 1/2 INCH OPENLS #12294FD. 1/2 INCH OPENLS #12294FD. 1/2 INCH OPENLS #12294FD. 1/2 INCHOPEN IRON PIPER/W BOUNDARYCORNER B8FD. 1/2 INCH OPENLS #12294FD. 1/2 INCH OPENLS #12294FD. 1/2 INCH OPENLS #12043R/W BOUNDARY CORNER B9FD. 1/2 INCH OPEN IRON PIPER/W BOUNDARY CORNER B10FD. 1/2 INCH OPEN IRON PIPE;BROKEN CAPR/W BOUNDARY CORNER B11FD. 1/2 INCH OPEN IRON PIPE;BROKEN CAPR/W BOUNDARY CORNER B12P.O.B. LINE 1FD. 2 INCH MNDT DISCR/W BOUNDARY CORNER B13PER MNDT R/W PLAT NO. 10-20E 1/4 COR OF SEC. 27, TWP. 116, RGE. 23 &W 1/4 COR OF SEC. 26, TWP. 116, RGE. 23FD. 4 INCH DISCS. LINE OF THE SE 1/4 OFTHE NE 1/4 OF SEC. 27E. LINE OF THE SE 1/4 OFTHE NE 1/4 OF SEC. 27W. LINE OF THE SW 1/4 OFTHE NW 1/4 OF SEC. 28S. LINE OF THE SW 1/4 OFTHE NW1/4 OF SEC. 28NORTHWESTERLY BOUNDARYPER MNDT R/W PLAT NO. 10-20FD. REBAR W/CAPR/W BOUNDARYCORNER B7R/W BOUNDARYCORNER B5LINE 1LINE 1BRICK FIREPITBRICK FIREPITBRICK FIREPITBRICK FIREPITGARDEN AREASWINGSETGARDEN AREAAPPROXIMATEMOW LINEAPPROXIMATEMOW LINEPONDGARDEN AREARE=929.30CAN'T OPENRE=924.43IE=919.73 (E)IE=913.03 (W)RE=924.39IE=920.09 (E)IE=920.29 (NE)RE=900.85IE=896.15 (NE)IE=896.15 (SE)RE=901.83IE=896.43 (SW)RE=899.85IE=895.55 (NW)IE=895.45 (NE)IE=895.45 (SE)RE=903.48IE=900.28 (NW)IE=899.98 (SW)IE=900.28 (NE)RE=904.73IE=899.33 (SE)RE=906.09IE=902.79 (NE)IE=902.79 (SW)RE=910.08IE=906.78 (NE)IE=906.78 (SW)RE=916.64IE=913.24 (SW)RE=908.74RE=909.92RE=923.28IE=919.1824" RCP20" RCP15" RCP12" RCP15" RCP12" RCP 12" RCP 12" RCP12" RCP12" RCP12" RCPPID: 256090450CITY OF CHANHASSENPID: 256090410DEEPAKAGGARWALPID: 256090400REBECCAARMAGOSTPID: 256090390ANDERSSYVERSONPID: 256090380MATTHEWSEVERANCEPID: 256090370DANIEL &NANCY GILMOREPID: 256090360AARON &JENNIFER PIERCEPID: 256090350MATTHEW &HOLLY WILDEPID: 256090340LESLIE & DANAELDERPID: 256090330GLEN & NATANIASCHOENBERGPID: 256090320NATHAN &LINDSEY BUTTONPID: 256090310JOSEPH &JENNIFER FELIUPID: 256090300RUSSELL &MEGHANHOLMESPID: 256090290JOHN &CATHERINESANTINIPID: 256090280KORY & SARAHGROSKREUTZPID: 256090270THOMAS & CASSANDRA KRAUSPID: 253620025CITY OF CHANHASSENPID: 256090460CITY OF CHANHASSENBLUFF CREEK DRIVE(PUBLIC STREET)PIONEER TRAIL(PUBLIC STREET)WIDTH VARIES US H I G H W A Y 2 1 2 (P U B L I C S T R E E T ) WI D T H V A R I E S80R/WCONTROLLED ACCESS SHOWNPER MNDT R/W PLAT NO. 10-2010 FT BITUMINOUSTRAIL 5 FT CONCRETESIDEWALKCONTROLLED ACCESS SHOWNPER MNDT R/W PLAT NO. 10-20N. LINE OF THE SW 1/4 OF THE NW 1/4OF SEC. 28, TWP. 116, RGE. 23CONTROLLED ACCESS PERDEED RESTRICTION12" RCP 15" RCP24" RCPCB=S20°54'41"ECH=323.84∆=079°17'21"R=253.78L=351.20N51°07'03.00"E 253.88 N69°27'12.00"E 464.59 N08°53'48. 0 0 " E 1 7 1 . 8 4 N5 2 ° 5 4 ' 3 3 . 0 0 " E 1 2 6 . 6 3 N00°26'14.75"W 253.73 N00°26'14.75"W 263.81 S80°01'29.00"E 353.71N68°45'55 .00"E 230 .69 S3 0 ° 3 6 ' 5 2 . 0 0 " W 4 3 5 . 0 9 S22 ° 5 7 ' 1 7 . 0 0 " W 1 7 3 . 0 7S87°24'40.00"W 336.72∆=037°35'13"R=852.85L=559.48S46°00'03.00"W 190.46 S88°36'33.09"E66.03N00°26'46.48"W 530.77 N 3 8 ° 0 8 ' 5 3 . 0 0 " E 8 9 0 . 9 3 ∆R/W BOUNDARY CORNER B14PER MNDT R/W PLAT NO. 10/20N:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-EXP01.DWG 192CHANHASSEN, MINNESOTA04/01/24RMBRMBEJKPIONEER RIDGEEXISTING CONDITIONS221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE04/01/24CHRIS AMBOURN4305504/01/24PIONEER RIDGE, LLC.PRELIMINARY PLANS© 2024 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'801602401" = 80'###### or ##..........PROJECT NUMBER: 0050930.00SHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED LAND SURVEYOR UNDER THE LAWS OF THESTATE OF MINNESOTAPROPERTY DESCRIPTIONThe following information was provided by Land Title, Inc., Issuing Agent for First American Title Insurance Company, File Number6872387, which has an effective date of October 25, 2023 at 7:00 am:That part of the Southeast Quarter of the Northeast Quarter of Section 27, Township 116 North, Range 23 West, and the SouthwestQuarter of the Northwest Quarter of Section 26, Township 116 North, Range 23 West, shown as Parcel 60 on Minnesota Departmentof Transportation Right of Way Plat Numbered 10-20 and Minnesota Department of Transportation Right of Way Plat No. 10-43 asthe same is on file and of record in the office of the County Recorder in and for Carver County, Minnesota;Which lies northwesterly, northerly and northeasterly, of Line 1 described below:Line 1:Commencing at Right of Way Boundary Corner B14 as shown on said Plat No. 10-20; thence southwesterly on an azimuth of 218degrees 08 minutes 53 seconds along the boundary of said plat for 890.93 feet to Right of Way Boundary Corner B13 and the point ofbeginning of Line 1 to be described; thence on an azimuth of 210 degrees 36 minutes 52 seconds for 435.09 feet; thence on anazimuth of 202 degrees 57 minutes 17 seconds for 173.07 feet; thence on an azimuth of 267 degrees 24 minutes 40 seconds for336.72 feet; thence deflect to the left on a tangential curve, having a radius of 852.85 feet and a delta angle of 37 degrees 35 minutes13 seconds for 559.48 feet; thence on an azimuth of 226 degrees 00 minutes 03 seconds for 190.46 feet; thence northwesterly for351.20 feet on a non-tangential curve, concave to the northeast, having a radius of 253.78 feet, a delta angle of 79 degrees 17minutes 25 seconds and a chord azimuth of 339 degrees 05 minutes 19 seconds to the northwest boundary of said Plat No. 10-20and there terminating.Subject to the following restriction:No access shall be permitted to Trunk Highway No 212 from the lands herein conveyed.Abstract PropertyGENERAL NOTES1.Bearings of property lines shown hereon are based on the Carver County coordinate system, (NAD 83 - 2011 ControlAdjustment).2.Lengths of lines and distances between features are measured in US-Survey Feet.LEGENDGUY WIREFLARED END SECTIONBEEHIVE CATCH BASINCATCH BASINPOWER POLESIGNSTREET LIGHTSTEEL/WOOD POSTPOWER OVERHEADWATERMAINSTORM SEWERHYDRANTFENCE LINECONTROLLED ACCESSCURB & GUTTERCONCRETE SURFACEBITUMINOUS SURFACEFOUND MONUMENT (SEE LABEL)TREE LINEPOHSTOWAT∆XEASEMENT LINESECTION LINELOT LINEBOUNDARY LINERIGHT-OF-WAY LINETRAFFIC SIGNAL155 12345678910111213141516171819202122232425262728293031323334353637383940123456789101112131415161718192021414141112STREET ASTREET B2,368 sf2,368 sf2,738 sf2,738 sf2,738 sf2,368 sf2,368 sf2,738 sf2,368 sf2,368 sf2,738 sf2,738 sf2,738 sf2,368 sf2,368 sf2,738 sf2,368 sf2,368 sf2,738 sf2,738 sf2,368 sf2,368 sf2,368 sf2,886 sf2,886 sf2,368 sf2,368 sf2,368 sf2,738 sf2,738 sf2,886 sf2,368 sf2,368 sf2,738 sf2,368 sf2,368 sf2,738 sf2,738 sf2,368 sf2,368 sf2,368 sf2,368 sf2,738 sf2,873 sf2,368 sf2,368 sf2,886 sf2,368 sf2,368 sf2,738 sf2,738 sf2,368 sf2,368 sf2,368 sf2,368 sf2,738 sf2,368 sf2,368 sf2,738 sf2,738 sf55,337 sf254,992 sf3732323774 373232377474747437 32 32 37 743732323774747474 37323237743732323774747474373232377437323237747474743732323774 3732323774 74 74 74 39323232323974 39323232323974 74 74 74 74 74 3732323774 3732323774 74 74 74 3932323774 3732323974 74 74 74 37 32 32 3774 37 32 32 37 7474747434 32 32 32 32 37 7437 32 32 32 32 39 7474747474697373232323239743932323232377474747474743732323232377437323232323774747474747437 3232 37743732323774 7474748552190 585024378115 620125 294428176698175 465172 1 2 7 35423143 5 173 254 100.0'165.9'49,219 sf50.0'14' 13'16.5'1 8 . 5 'R50'R5 0 '∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOH POHPOHPOHPOHPOHPIONEER TRA ILBLUFF CREEK DRIVEUS H I G H W A Y 2 1 2674139203321544438272326 3327222150R/W31B-B50R/W31B-B231 917 24 B-B 24B-B4040 ROAD EASEMENTROAD EASEMENTPOWERLINE & POLESTO BE RE-LOCATED475B LU F F A R E A BLUFF AREAEXPANDED PONDPONDPRIVATE STREETPRIVATE S T R E E T FIRE TRUCK TURN-AROUND"NO PARKING"FIRE TRUCK TURN-AROUND"NO PARKING"20' BUFFERIMPACT ZONE20' BUFFERIMPACT ZONE12342,738 sf2,368 sf2,368 sf2,738 sf373732323737323274 74 74 74 74STREET25 25 125 510 060120180·EXISTING ZONING:N/A·PROPOSED ZONING:R-8·GROSS SITE AREA:11.75 ACBLUFF AREA:0.72 AC·NET SITE AREA:11.03 AC·DEVELOPMENT SUMMARYMULTI-FAMILY TOWNHOMES:60 HOMES·PROJECT DENSITY:GROSS:±5.11 UN/ACNET: ±5.44 UN/ACSITE DEVELOPMENT DATAIMPERVIOUS AREAS1.ALL LOT DIMENSIONS ARE ROUNDED TO THE NEAREST FOOT.2.ALL AREAS ARE ROUNDED TO THE NEAREST SQUARE FOOT.3.STREET NAMES ARE SUBJECT TO APPROVAL BY THE CITY.4.DRAINAGE AND UTILITY EASEMENTS SHALL BE PROVIDED AS REQUIRED. DRAINAGEAND UTILITY EASEMENTS WILL BE PROVIDED OVER ALL PUBLIC UTILITIES A.5.STREET WIDTHS ARE SHOWN FROM BACK OF CURB TO BACK OF CURB.DEVELOPMENT NOTESPROPERTY LINESETBACK LINEEASEMENT LINECURB AND GUTTERLOT LINEPOND NORMAL WATER LEVELRETAINING WALLEXISTINGPROPOSEDTIP-OUT CURB AND GUTTERSITE LEGENDDRIVEWAY ±HOMES ±98,743 SF40,032 SFTYPICAL MULTI FAMILY LOT DETAILSHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED LANDSCAPE ARCHITECT UNDER THE LAWSOF THE STATE OF MINNESOTAN:\0050930.00\DWG\CIVIL\PRELIM PLANS\0050930C-PPP01.DWG 193CHANHASSEN, MINNESOTA04/01/24RMBRMBEJKPIONEER RIDGEPRELIMINARY PLAT221 RIVER RIDGE CIRCLE SBURNSVILLE, MN 55337PIONEER RIDGE04/01/24PIONEER RIDGE, LLC.04/01/2453774NICHOLAS T. MEYER© 2024 Westwood Professional Services, Inc.###### or ##..........PROJECT NUMBER: 0050930.00CONTROLLED ACCESS∆REQUIRED SITE AREA PER UNITLOT STANDARDSPROVIDED SITE AREA PER UNITSETBACKSFRONTBTWN BUILDINGSSIDE CORNER LOTREARSTANDARDMULTI-FAMILYTOWNHOMES5,500 SITE AREA/UNIT8,530 SITE AREA/UNIT25'20'20'25'REAR TO PIONEER TRAIL35'IMPERVIOUS COVERAGE35% REQUIREDSTREET/PARKING ±52,630 SFIMPERVIOUS COVERAGE38% SHOWNGUEST STALLS REQUIRED: .25/UNIT; 15 STALLS TOTALGUEST STALLS PROVIDED: 16 TOTAL STALLSPARKING PROVISIONS156 Preliminary Stormwater Management Plan for Pioneer Ridge Chanhassen, MN Prepared for: Pioneer Ridge, LLC 224 River Ridge Circle S Burnsville, MN 55337 Prepared by: Westwood Professional Services 12701 Whitewater Drive, Suite #300 Minnetonka, MN 55343 (952) 937-5150 Project Number: 0050930 Revised Date: 08/16/2024 157 Pioneer Ridge August 16, 2024 1 CONTENTS INTRODUCTION ...................................................................................................................... 2 REGULATIONS......................................................................................................................... 2 Rate Control ....................................................................................................................... 2 Volume Control .................................................................................................................. 2 Water Quality ..................................................................................................................... 2 EXISTING CONDITIONS ......................................................................................................... 3 PROPOSED CONDITIONS ....................................................................................................... 3 RATE CONTROL ...................................................................................................................... 4 VOLUME CONTROL ................................................................................................................ 5 WATER QUALITY .................................................................................................................... 6 BASIN SUMMARY ................................................................................................................... 6 CONCLUSIONS......................................................................................................................... 6 EXHIBITS Exhibit 1: Existing Drainage Map Exhibit 2: Proposed Drainage Map Exhibit 3:Soil Borings Exhibit 4: HydroCAD Report for Existing and Proposed Conditions Exhibit 5: Water Quality Exhibit 6: NURP Pond Calculations 158 Pioneer Ridge August 16, 2024 2 INTRODUCTION This drainage study summarizes the stormwater analysis for the proposed MnDOT property residential project located at the northeast intersection of Bluff Creek Drive and Pioneer Trail in Chanhassen, Minnesota. The property is currently comprised of a mix of woods and grassy open space. The proposed development will consist of 60 residential townhomes with the associated streets and utility infrastructure. An existing drainage map is shown in Exhibit 1. The proposed drainage map is shown on Exhibit 2. The site was modeled in HydroCAD to analyze the existing conditions and proposed conditions in Exhibit 4. REGULATIONS The project site is under the regulatory authority of the City of Chanhassen, Riley-Purgatory- Bluff Creek Watershed District and the MPCA. The project site is located outside any FEMA zones. Rate Control Peak flow rates after development shall not exceed existing condition peak flow rates for all points where stormwater discharge leaves the site for the 2, 10, 100-year 24 hr storm events and the 100-year, 10-day snowmelt event. Volume Control The City and Riley-Purgatory-Bluff Creek Watershed District requires a uniform volume control equal to 1.1 inches from newly created impervious areas or volume from the 95th percentile storm-event runoff from the site. Pretreatment of runoff must be provided in accordance with guidance in the Minnesota Stormwater Manual. Based on the soil boring the site is generally type “D” soils. Due to soils not being feasible to infiltrate, reuse in Pond 2 was used to meet the volume requirements. Soil Borings are included in Exhibit 3. Water Quality The Riley-Purgatory-Bluff Creek Watershed District requires treatment onsite to include BMPs that at a minimum achieve post-development reductions in TP and TSS by 60% and 90%, respectively. No net increase in TSS or TP loading from the site compared to existing conditions. 159 Pioneer Ridge August 16, 2024 3 EXISTING CONDITIONS The existing site is comprised of a mix of woods and grassy open space. Based on the soil boring the site is generally type “D” soils. Soil Borings are included in Exhibit 3. The existing site drains in four directions: 1.94 acres (1EX) directly drains with an additional 7.20 acres (1AEX) to an existing Pond 7 in Pioneer Pass 1st Addition and be routed west across Bluff Creek Drive to existing Pond 6. 5.39 acres (2EX) directly drains offsite to northeast. 5.35 acres (3EX) will drain through an existing ditch along Pioneer Trail to an existing 24 inch culvert and discharge south under Pioneer Trail. The remaining 2.52 acres (4EX) will directly drain offsite to an existing storm sewer system and be routed to the southwest. The rainfall distributions and depths that were used in the HydroCAD analysis are from Atlas 14, distribution. PROPOSED CONDITIONS The proposed development will consist of 60 residential townhomes with the associated streets and utility infrastructure. Proposed conditions cover for the project is presented in Table 1. Table 1: Proposed Conditions Cover Cover Area [ac] Impervious 4.66 Pervious 7.09 Total 11.75 The proposed site maintains the existing drainage patterns. The proposed site consists of four overall drainage areas, 1.85 acres (1P) will be routed and treated by an expanded existing Pond 7 and with an additional 7.20 acres in Pioneer Pass 1st Addition draining to the expanded existing Pond 7 that will be routed west across Bluff Creek Drive to existing Pond 6. 4.68 acres will be routed and treated by Pond 2-Reuse and with an additional 3.42 acres (2S) directly drain offsite to the northeast. 2.75 acres (3S,5S) will be directly drain to a ditch along Pioneer Trail to an existing 24 inch culvert and discharge south under Pioneer Trail. The remaining 2.50 acres (4S) will directly drain offsite to an existing storm sewer system and be routed to the southwest. The site was modeled in HydroCAD. 160 Pioneer Ridge August 16, 2024 4 RATE CONTROL Peak flow rates after development shall not exceed existing condition peak flow rates for all points where stormwater discharge leaves the site for the 2, 10, 100-year 24 hr storm events and the 100-year, 10-day snowmelt event. Table 2a-2d shows a summary of the runoff rates and complete calculations can be found in Exhibit 4. Table 2a: Peak Discharge Rate-100 Year Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)24.8 16.8 To Northeast 28.9 24.5 To South (Existing 24” Culvert)19.5 18.5 To Southwest (Existing Storm Sewer)23.4 20.4 Table 2b: Peak Discharge Rate-10 Year Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)10.9 4.1 To Northeast 13.3 12.6 To South (Existing 24” Culvert)13.8 11.5 To Southwest (Existing Storm Sewer)7.6 10.7** ** The direct drainage in the proposed condition that drains to the existing storm sewer in Pioneer Trail consists of mostly ROW drainage and backyard. 161 Pioneer Ridge August 16, 2024 5 Table 2c: Peak Discharge Rate-2 Year Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)7.3 0.4 To Northeast 6.8 6.6 To South (Existing 24” Culvert)7.3 6.9 To Southwest (Existing Storm Sewer)4.1 6.4 ** The direct drainage in the proposed condition that drains to the existing storm sewer in Pioneer Trail consists of mostly ROW drainage and backyard. Table 2d: Peak Discharge Rate-100 Year, 10-Day Snowmelt Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)0.2 0.2 To Northeast 0.1 0.2 To South (Existing 24” Culvert)0.1 0.1 To Southwest (Existing Storm Sewer)0.1 0.1 VOLUME CONTROL The City and Riley-Purgatory-Bluff Creek Watershed District requires a uniform volume control equal to 1.1 inches from newly created impervious areas or volume from the 95th percentile storm-event runoff from the site. Based on the soil boring the site is generally type “D” soils. Due to soils not being feasible to infiltrate, reuse in Pond 2 will be utilized to meet the volume requirements. The reuse of irrigation will be able to accommodate 2.41 acres of the proposed site shown in Exhibit 5. Pond 2 will drawdown 2 feet (922.5 to 920.5) for the necessary volume needed of 0.40 ac-ft, complete calculations can be found in Exhibit 5. Soil Borings are included in Exhibit 3. Table 3: Proposed Conditions Volume Control Volume Control Impervious Area (AC)4.66 Required Vol (1.1") (CF)18,607 Provided Vol (CF)18,798 162 Pioneer Ridge August 16, 2024 6 WATER QUALITY The Riley-Purgatory-Bluff Creek Watershed District requires treatment onsite to include BMPs that at a minimum achieve post-development reductions in TP and TSS by 60% and 90%, from site runoff. No net increase in TSS or TP loading from the site compared to existing conditions. The Pioneer Ridge project will be utilizing reuse for volume control. Since the volume control is met through reuse onsite, the water quality standard shall be considered satisfied. BASIN SUMMARY The following tables provide a summary of the proposed ponds for the project. The two ponds will have a basin shelf with a minimum width of 10 feet and maximum slope of ten to one (10:1) below the normal water level. Above the normal water level, the slopes will not be steeper than four to one (4:1) above the shelf and no steeper than three to one (3:1) below the shelf. Dead storage is specified by NURP requirements as runoff volume for the 2.5” storm for each attributing area to the proposed ponds. Calculations can be found in Exhibit 6 Basin Information Pond Bottom Top NWL 100 YR HWL EOF Required Dead Storage (AF) Proposed Dead Storage (AF) Reuse Pond 2 913.0 926.1 922.5 925.6 925.6 0.60 1.00 Expanded Pond 7 920.0 931.0 927.0 929.5 930.4 0.21 0.89 CONCLUSIONS The proposed site meets all requirements of the City of Chanhassen, Riley-Purgatory-Bluff Creek Watershed District for rate control, volume control and water quality. 163 Pioneer Ridge August 16, 2024 7 EXHIBIT 1 164 4EX2.52 AC3EX5.35 AC2EX5.39 AC1EX1.94 AC1AEX7.20 AC∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆BLUFF CREEK DRIVEPIONEER TRA IL HI G H W A Y 2 1 2 300301302TNHELEV=924.149087929.86SSSB-7 EL=929.869097931.51SSSB-2 EL=931.519105931.76SSSB-3 EL=931.759112912.95SSSB-6 EL=912.959122931.76SSSB-4 EL=931.769127928.08SSSB-8 EL=928.089140947.25SSSB-5 EL=947.259176930.46SSSB-1 EL=930.46EX-MHRE = 929.30EX-MHRE = 916.64EX-MHRE = 910.08EX-MHRE = 906.09EX-MHRE = 903.48EX-MHRE = 899.85EX-MHRE = 900.85EX-MHRE = 924.43EX-MHRE = 924.39EX-MHRE = 901.83EX-MHRE = 904.73EX-MHRE = 923.28SEX-MHRE = 937.53SEX-MHRE = 937.43XXX XPOH POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTOSANSANSANSANSANSANSANSANRE=937.53IE=918.83 (E/W)8" PVCRE=937.43IE=918.13 (N/E/W)SAN8" PVCRE=929.30CAN'T OPENSTORE=924.43IE=919.73 (E)IE=913.03 (W)24" RCP20" RCPRE=924.39IE=920.09 (E)IE=920.29 (NE)15" RCPSTOSTOSTOSTOSTOSTOSTOSTOSTO S TO S TO S TO STOSTOSTOSTOSTOSTOSTO12" RCP15" RCP12" RCP 12" RCP 1 2 " RCP12" RCP12" RCPRE=900.85IE=896.15 (NE)IE=896.15 (SE)WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WAT WAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATRE=901.83IE=896.43 (SW)RE=899.85STO12" RCPRE=903.48IE=900.28 (NW)IE=899.98 (SW)IE=900.28 (NE)RE=904.73IE=899.33 (SE)RE=906.09IE=902.79 (NE)IE=902.79 (SW)RE=910.08IE=906.78 (NE)IE=906.78 (SW)RE=916.64IE=913.24 (SW)RE=908.74RE=909.92RE=923.28IE=919.18STOSTOSTOPOH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTO STOSTO24" RCPHH FIBER OPTICFOFOFO9009009109109209209209209209209309309 3 0 930 930 930930930930940940 9 4 0 89689689689689889890290290490490690690890891291291291291491491491491491491491491691691 6 916916916916916918918918918918918922922922922922924924924924924 926926926926926928928 928928928928928932932 932 932 932932 932 932932934934934934934936936 936936936936936 938938 938 938 938 938 938938938942942942942944944946946946946948948910920930930930908912914916918922924926928932932932934936938 90 0 91 0 920920920 9309408 9 8 90 2 9 0 4 90 6 90 8 91 2 91 4 91 6 918918 918922922922922 922924924 9249269289329349369389429449 4 6 165 Pioneer Ridge August 16, 2024 8 EXHIBIT 2 166 ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆BLUFF CREEK DRIVEPIONEER TRA IL HI G H W A Y 2 1 2 300301302TNHELEV=924.14EX-MHRE = 929.30EX-MHRE = 916.64EX-MHRE = 910.08EX-MHRE = 906.09EX-MHRE = 903.48EX-MHRE = 899.85EX-MHRE = 900.85EX-MHRE = 924.43EX-MHRE = 924.39EX-MHRE = 901.83EX-MHRE = 904.73EX-MHRE = 923.28SEX-MHRE = 937.53SEX-MHRE = 937.43XXX X POH POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTOSANSANSANSANSANSANSANSANRE=937.53IE=918.83 (E/W)8" PVCRE=937.43IE=918.13 (N/E/W)SAN8" PVCRE=929.30CAN'T OPENSTORE=924.43IE=919.73 (E)IE=913.03 (W)24" RCP20" RCPRE=924.39IE=920.09 (E)IE=920.29 (NE)15" RCPSTOSTO STOST O ST O ST O S T O S TO S TO S TO S TO S TO STOSTOSTOSTOSTOSTOSTO12" RCP15" RCP12 " R C P 1 2 " R C P 12 " RCP12" RCP12" RCPRE=900.85IE=896.15 (NE)IE=896.15 (SE)WATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWAT WA T W A T W A T WA T W A T WAT WAT WAT WAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATRE=901.83IE=896.43 (SW)RE=899.85STO12" RCPRE=903.48IE=900.28 (NW)IE=899.98 (SW)IE=900.28 (NE)RE=904.73IE=899.33 (SE)RE=906.09IE=902.79 (NE)IE=902.79 (SW)RE=910.08IE=906.78 (NE)IE=906.78 (SW)RE=916.64IE=913.24 (SW)RE=908.74RE=909.92RE=923.28IE=919.18STOSTOSTOPOH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHS TO STO24" RCPHH FIBER OPTICFOFOFO9009009109109209209209209209209309309 3 0 9 3 0 930 930930930930940940 9 4 0 8968968968968988989029029049049069069089089129129129129149149149149149149149149169169 1 6 916916916916916918918918918918918922922922922922924924924924924 9269269269269269289 2 8 928928928928928932 932 932 9 3 2 932932 932 932932934934934934934936936 93693693693693 6 938938 938 938 938 938 938938938942942942942944944946946946946948948910 9 2 0 930930 9 3 0 90 8 9 1 2 9 1 4 916 9 1 8 9 2 2 9 2 4 9 2 6 9 2 8 93293 2 932934936 938 90 0 91 0 920920920 9309408 9 8 90 2 90 4 90 6 90 8 91 2 91 4 91 6 918918 918922922922922 922924924 9249269289329349369389429449 4 6 9 3 4 . 4 SOG 9 3 4 .4936.1SOG936.1933.2SOG933.2 935.0 SOG 935.0 935.8 927.6 LO 930.8 933.7925.5LO928.7936.6928.4LO931.6933.7925.5LO928.7932.0923.8WO923.8934.8926.6WO926.6935.9927.7WO927.7 9 3 2 . 1 9 2 3 . 9WO 9 2 3 . 9929.9SOG929.9934.7926.5LO929.7937.6929.4LO932.6934.7926.5LO929.7935.7927.5LO930.7936.0 SOG 936.0 937.0 SOG 937.0 936.8 928.6 LO 931.8933.0924.8WO924.8935.8927.6WO927.6934.2SOG934.2935.2SOG935.2937.1SOG937.1936.1SOG936.1933 . 4 SOG 93 3 .4930.9SOG930.99 3 3 . 1 9 2 4 . 9WO 9 2 4 . 9 936.9928.7WO928.7EOF31.7HP33.3EXPANDED EXISTINGPOND 6NWL=927.0EX 100 YR HWL =930.4PR 100 YR HWL=929.5EOF=930.4LP31.2SFSFSFSFSFSFSFSFSFS F S F S F S F S F S F SF SFSFSFSF SFSFSFSFSFSFSFSFSFSFSF SF SF S F S F S F SFSFSFSFSFSFSFSFSFSFSF SFSF SF SF SF SF SF SFSFSFSFSFSF HP33.5POND 2-REUSENWL=922.5BOTTOM = 913.0100 YR HWL = 925.6EOF=925.6BERM=926.10123 4567891011120 1 2 3 4 5 01234 56EXPANDED EXISTINGPOND 6NWL=927.0EX 100 YR HWL =930.4PR 100 YR HWL=929.7EOF=930.4PATIOGARAGEOLIVIA2-STORYPORCH PATIO GARAGE OLIVIA 2-STORY PORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCH12345678910111213 141516171819202122232425262728293031323334353637383940123456789101112131415161718192021414141112STREET ASTREET B100.0'165.9'50.0'14' 13'16.5'1 8 . 5 'R50'R5 0 'HEMLOCK WAYMAYAPPLE PASS4S2.50 AC1AP7.20 AC1P1.85 AC3S1.64 AC5S1.11 AC2P4.68 AC2S3.42 AC167 Pioneer Ridge August 16, 2024 9 EXHIBIT 3 168 ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆BLUFF CREEK DRIVEPIONEER TRA IL HI G H W A Y 2 1 2 300301302TNHELEV=924.149087929.86SSSB-7 EL=929.869097931.51SSSB-2 EL=931.519105931.76SSSB-3 EL=931.759112912.95SSSB-6 EL=912.959122931.76SSSB-4 EL=931.769127928.08SSSB-8 EL=928.089140947.25SSSB-5 EL=947.259176930.46SSSB-1 EL=930.46SSXX169 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) Sandy Lean Clay, trace Gravel, trace Roots, brown and black, wet (Fill) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to stiff (Glacial Till) Bottom of borehole at 14.5 feet. AU 17 SS 18 SS 19 SS 20 SS 21 SS 22 SS 23 2-3-3 (6) 2-3-5 (8) 2-3-4 (7) 2-3-5 (8) 3-5-7 (12) 3-6-9 (15) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 170 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, wet, medium to stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 2-4-6 (10) 2-5-6 (11) 2-5-6 (11) 2-4-5 (9) 3-7-9 (16) 2-4-5 (9) 2-4-4 (8) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 171 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 24 SS 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 2-2-4 (6) 2-3-6 (9) 3-5-6 (11) 2-3-6 (9) 2-5-6 (11) 2-5-7 (12) 2-5-5 (10) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 172 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to very stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 32 SS 33 SS 34 SS 35 SS 36 SS 37 SS 38 SS 39 1-3-5 (8) 2-3-5 (8) 14-10-16 (26) 4-8-12 (20) 3-7-8 (15) 2-5-7 (12) 2-5-8 (13) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 173 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) Clayey Sand, fine to medium grained, trace Gravel, brown, moist (Fill) Sandy Lean Clay, trace Gravel, grey and brown, wet (Fill) (OL) Organic Clay, trace Roots, black, wet, rather stiff (Swamp Deposit) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 47 SS 48 SS 49 SS 50 SS 51 SS 52 SS 53 SS 54 2-5-5 (10) 2-4-6 (10) 3-4-5 (9) 4-5-6 (11) 3-6-5 (11) 2-4-6 (10) 2-4-5 (9) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 174 Sandy Lean Clay, trace Gravel, trace Roots, black, frozen (Topsoil) Sandy Lean Clay, trace Gravel, brown, wet (Possible Fill) Sandy Lean Clay, trace Gravel, grey and brown, wet (Possible Fill) (OL) Organic Clay, trace Roots, black, wet, soft (Swamp Deposit) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather soft (Glacial Till) Bottom of borehole at 21.0 feet. AU 55 SS 56 SS 57 SS 58 SS 59 SS 60 SS 61 2-4-6 (10) 2-2-4 (6) 1-1-1 (2) 0-2-3 (5) 1-2-3 (5) 2-2-3 (5) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING 14.00 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 175 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff to very stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 9 SS 10 SS 11 SS 12 SS 13 SS 14 SS 15 SS 16 2-4-6 (10) 2-4-6 (10) 3-4-5 (9) 4-5-6 (11) 4-7-10 (17) 11-7-11 (18) 21-10-12 (22) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-7 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 176 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to hard (Glacial Till) Bottom of borehole at 21.0 feet. AU 40 SS 41 SS 42 SS 43 SS 44 SS 45 SS 46 0-3-4 (7) 2-6-7 (13) 6-14-18 (32) 4-10-14 (24) 4-8-11 (19) 14-5-10 (15) NOTES GROUND ELEVATION LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-8 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 2/20/24 15:30 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 177 Pioneer Ridge August 16, 2024 10 EXHIBIT 4 178 EXISTING PROPOSED 1AEX Pioneer Pass 1st Addition Existing to Pond 7 1AP Pioneer Pass 1st Addition Existing to Pond 7 1EX Onsite Existing Dainage 1P To Existing Expanded Pond 2EX Onsite Drainage to Northeast 2P To Reuse Pond 2 2S Onsite Drainage Direct to Northeast 3EX Onsite Drainage to South Existing 24" Culvert 3S Onsite Drainage to South Existing 24" Culvert 4EX Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive 4S Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive 5S Onsite Drainage to South Existing 24" Culvert 2R To Northeast 4E To Southwest to Existing Storm Sewer 4PR To Southwest to Existing Storm Sewer 1EXP Existing Pond 7 To Existing Pond 6 1EXPD Existing Expanded Pond 7 To Existing Pond 6 2PD Reuse Pond 2 3EXP Existing 24 inch Culvert-South 3PD Existing 24 inch Culvert-South 5PD 18 inch Culvert Routing Diagram for Preliminary Design 24-08-16 Prepared by Westwood Professional Services, Printed 8/14/2024 HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 179 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 2HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=1.62"Subcatchment 1AEX: Pioneer Pass 1st Tc=12.0 min CN=87 Runoff=16.77 cfs 0.970 af Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=1.62"Subcatchment 1AP: Pioneer Pass 1st Addition Tc=12.0 min CN=87 Runoff=16.77 cfs 0.970 af Runoff Area=1.940 ac 0.00% Impervious Runoff Depth=1.09"Subcatchment 1EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 Runoff=2.17 cfs 0.176 af Runoff Area=1.850 ac 45.95% Impervious Runoff Depth=1.69"Subcatchment 1P: To Existing Expanded Pond Tc=10.0 min CN=88 Runoff=4.85 cfs 0.261 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=1.21"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=81 Runoff=6.80 cfs 0.542 af Runoff Area=4.680 ac 57.48% Impervious Runoff Depth=1.86"Subcatchment 2P: To Reuse Pond 2 Tc=10.0 min CN=90 Runoff=13.33 cfs 0.724 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=1.27"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=82 Runoff=4.56 cfs 0.362 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth=1.27"Subcatchment 3EX: Onsite Drainage to South Flow Length=680' Tc=20.2 min CN=82 Runoff=7.49 cfs 0.566 af Runoff Area=1.640 ac 41.16% Impervious Runoff Depth=1.77"Subcatchment 3S: Onsite Drainage to South Tc=10.0 min CN=89 Runoff=4.49 cfs 0.242 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth=1.40"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 Runoff=4.10 cfs 0.294 af Runoff Area=2.500 ac 46.00% Impervious Runoff Depth=1.77"Subcatchment 4S: Onsite Drainage to Tc=12.0 min CN=89 Runoff=6.35 cfs 0.370 af Runoff Area=1.110 ac 29.73% Impervious Runoff Depth=1.62"Subcatchment 5S: Onsite Drainage to South Tc=10.0 min CN=87 Runoff=2.79 cfs 0.150 af Inflow=6.56 cfs 1.079 afReach 2R: To Northeast Outflow=6.56 cfs 1.079 af Inflow=4.10 cfs 0.294 afReach 4E: To Southwest to Existing Storm Sewer Outflow=4.10 cfs 0.294 af Inflow=6.35 cfs 0.370 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=6.35 cfs 0.370 af Peak Elev=928.12' Storage=14,681 cf Inflow=18.21 cfs 1.146 afPond 1EXP: Existing Pond 7 To Existing Outflow=7.28 cfs 1.146 af 180 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 3HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Peak Elev=926.93' Storage=44,040 cf Inflow=21.47 cfs 1.232 afPond 1EXPD: Existing Expanded Pond 7 To Outflow=0.41 cfs 0.331 af Peak Elev=923.58' Storage=55,333 cf Inflow=13.33 cfs 0.724 afPond 2PD: Reuse Pond 2 Outflow=2.14 cfs 0.717 af Peak Elev=911.17' Storage=775 cf Inflow=7.49 cfs 0.566 afPond 3EXP: Existing 24 inch Culvert-South Primary=7.33 cfs 0.566 af Secondary=0.00 cfs 0.000 af Outflow=7.33 cfs 0.566 af Peak Elev=911.13' Storage=498 cf Inflow=7.10 cfs 0.392 afPond 3PD: Existing 24 inch Culvert-South Primary=6.89 cfs 0.392 af Secondary=0.00 cfs 0.000 af Outflow=6.89 cfs 0.392 af Peak Elev=915.49' Storage=231 cf Inflow=2.79 cfs 0.150 afPond 5PD: 18 inch Culvert 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' Outflow=2.68 cfs 0.150 af Total Runoff Area = 44.800 ac Runoff Volume = 5.628 af Average Runoff Depth = 1.51" 70.57% Pervious = 31.615 ac 29.43% Impervious = 13.185 ac 181 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 4HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =16.77 cfs @ 12.20 hrs, Volume=0.970 af, Depth= 1.62" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=7.200 ac Runoff Volume=0.970 af Runoff Depth=1.62" Tc=12.0 min CN=87 16.77 cfs 182 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 5HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =16.77 cfs @ 12.20 hrs, Volume=0.970 af, Depth= 1.62" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=7.200 ac Runoff Volume=0.970 af Runoff Depth=1.62" Tc=12.0 min CN=87 16.77 cfs 183 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 6HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1EX: Onsite Existing Dainage Runoff =2.17 cfs @ 12.33 hrs, Volume=0.176 af, Depth= 1.09" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 1.940 79 Woods/grass comb., Good, HSG D 1.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 1EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=1.940 ac Runoff Volume=0.176 af Runoff Depth=1.09" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 2.17 cfs 184 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 7HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Existing Expanded Pond Runoff =4.85 cfs @ 12.18 hrs, Volume=0.261 af, Depth= 1.69" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 0.850 98 Paved parking, HSG D 1.000 80 >75% Grass cover, Good, HSG D 1.850 88 Weighted Average 1.000 54.05% Pervious Area 0.850 45.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1P: To Existing Expanded Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=1.850 ac Runoff Volume=0.261 af Runoff Depth=1.69" Tc=10.0 min CN=88 4.85 cfs 185 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 8HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =6.80 cfs @ 12.33 hrs, Volume=0.542 af, Depth= 1.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 81 Weighted Average 4.999 92.74% Pervious Area 0.391 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=5.390 ac Runoff Volume=0.542 af Runoff Depth=1.21" Flow Length=520' Tc=22.1 min CN=81 6.80 cfs 186 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 9HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =13.33 cfs @ 12.17 hrs, Volume=0.724 af, Depth= 1.86" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 2.690 98 Paved parking, HSG D 1.990 80 >75% Grass cover, Good, HSG D 4.680 90 Weighted Average 1.990 42.52% Pervious Area 2.690 57.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=4.680 ac Runoff Volume=0.724 af Runoff Depth=1.86" Tc=10.0 min CN=90 13.33 cfs 187 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 10HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =4.56 cfs @ 12.33 hrs, Volume=0.362 af, Depth= 1.27" Routed to Reach 2R : To Northeast Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 0.060 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 3.420 82 Weighted Average 2.969 86.80% Pervious Area 0.451 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=3.420 ac Runoff Volume=0.362 af Runoff Depth=1.27" Flow Length=520' Tc=22.1 min CN=82 4.56 cfs 188 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 11HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =7.49 cfs @ 12.31 hrs, Volume=0.566 af, Depth= 1.27" Routed to Pond 3EXP : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 82 Weighted Average 4.775 89.25% Pervious Area 0.575 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.2 300 0.0900 0.41 Sheet Flow, Range n= 0.130 P2= 2.86" 8.0 380 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 680 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=5.350 ac Runoff Volume=0.566 af Runoff Depth=1.27" Flow Length=680' Tc=20.2 min CN=82 7.49 cfs 189 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 12HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =4.49 cfs @ 12.17 hrs, Volume=0.242 af, Depth= 1.77" Routed to Pond 3PD : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 0.690 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved parking, HSG D 1.640 89 Weighted Average 0.965 58.84% Pervious Area 0.675 41.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=1.640 ac Runoff Volume=0.242 af Runoff Depth=1.77" Tc=10.0 min CN=89 4.49 cfs 190 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 13HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =4.10 cfs @ 12.28 hrs, Volume=0.294 af, Depth= 1.40" Routed to Reach 4E : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 84 Weighted Average 1.920 76.19% Pervious Area 0.600 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=2.520 ac Runoff Volume=0.294 af Runoff Depth=1.40" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 4.10 cfs 191 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 14HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =6.35 cfs @ 12.20 hrs, Volume=0.370 af, Depth= 1.77" Routed to Reach 4PR : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 1.150 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 0.550 98 Paved parking, HSG D 2.500 89 Weighted Average 1.350 54.00% Pervious Area 1.150 46.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=2.500 ac Runoff Volume=0.370 af Runoff Depth=1.77" Tc=12.0 min CN=89 6.35 cfs 192 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 15HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =2.79 cfs @ 12.18 hrs, Volume=0.150 af, Depth= 1.62" Routed to Pond 5PD : 18 inch Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.86" Area (ac) CN Description 0.560 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D 0.110 98 Paved parking, HSG D 1.110 87 Weighted Average 0.780 70.27% Pervious Area 0.330 29.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.86" Runoff Area=1.110 ac Runoff Volume=0.150 af Runoff Depth=1.62" Tc=10.0 min CN=87 2.79 cfs 193 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 16HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.100 ac, 38.78% Impervious, Inflow Depth > 1.60" for 2-yr event Inflow =6.56 cfs @ 12.35 hrs, Volume=1.079 af Outflow =6.56 cfs @ 12.35 hrs, Volume=1.079 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Inflow Area=8.100 ac 6.56 cfs 6.56 cfs 194 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 17HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth = 1.40" for 2-yr event Inflow =4.10 cfs @ 12.28 hrs, Volume=0.294 af Outflow =4.10 cfs @ 12.28 hrs, Volume=0.294 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 Inflow Area=2.520 ac 4.10 cfs 4.10 cfs 195 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 18HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =2.500 ac, 46.00% Impervious, Inflow Depth = 1.77" for 2-yr event Inflow =6.35 cfs @ 12.20 hrs, Volume=0.370 af Outflow =6.35 cfs @ 12.20 hrs, Volume=0.370 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Inflow Area=2.500 ac 6.35 cfs 6.35 cfs 196 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 19HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Area =9.140 ac, 29.93% Impervious, Inflow Depth = 1.50" for 2-yr event Inflow =18.21 cfs @ 12.20 hrs, Volume=1.146 af Outflow =7.28 cfs @ 12.47 hrs, Volume=1.146 af, Atten= 60%, Lag= 16.2 min Primary =7.28 cfs @ 12.47 hrs, Volume=1.146 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 928.12' @ 12.47 hrs Surf.Area= 14,498 sf Storage= 14,681 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 24.3 min ( 835.4 - 811.0 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=7.28 cfs @ 12.47 hrs HW=928.12' (Free Discharge) 1=Culvert (Passes 7.28 cfs of 21.28 cfs potential flow) 2=Orifice/Grate (Orifice Controls 7.28 cfs @ 4.13 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 197 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 20HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=9.140 ac Peak Elev=928.12' Storage=14,681 cf 18.21 cfs 7.28 cfs 198 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 21HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Area =9.050 ac, 39.62% Impervious, Inflow Depth = 1.63" for 2-yr event Inflow =21.47 cfs @ 12.19 hrs, Volume=1.232 af Outflow =0.41 cfs @ 16.12 hrs, Volume=0.331 af, Atten= 98%, Lag= 235.7 min Primary =0.41 cfs @ 16.12 hrs, Volume=0.331 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 926.93' @ 16.12 hrs Surf.Area= 20,028 sf Storage= 44,040 cf Plug-Flow detention time= 558.1 min calculated for 0.331 af (27% of inflow) Center-of-Mass det. time= 462.6 min ( 1,268.1 - 805.4 ) Volume Invert Avail.Storage Storage Description #1 920.00'165,777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 920.00 2,741 0 0 922.00 4,154 6,895 6,895 924.00 6,236 10,390 17,285 926.00 7,652 13,888 31,173 927.00 20,964 14,308 45,481 928.00 23,864 22,414 67,895 930.00 34,154 58,018 125,913 931.00 45,573 39,864 165,777 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.41 cfs @ 16.12 hrs HW=926.93' (Free Discharge) 1=Culvert (Passes 0.41 cfs of 19.14 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.41 cfs @ 1.80 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 199 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 22HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=9.050 ac Peak Elev=926.93' Storage=44,040 cf 21.47 cfs 0.41 cfs 200 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 23HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.680 ac, 57.48% Impervious, Inflow Depth = 1.86" for 2-yr event Inflow =13.33 cfs @ 12.17 hrs, Volume=0.724 af Outflow =2.14 cfs @ 12.61 hrs, Volume=0.717 af, Atten= 84%, Lag= 26.1 min Primary =2.14 cfs @ 12.61 hrs, Volume=0.717 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 39,015 cf Peak Elev= 923.58' @ 12.61 hrs Surf.Area= 16,239 sf Storage= 55,333 cf (16,318 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 177.5 min ( 973.4 - 795.9 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,138 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 918.00 3,587 5,715 9,811 920.00 5,436 9,023 18,834 921.50 7,330 9,575 28,409 922.50 13,883 10,607 39,015 924.00 17,145 23,271 62,286 926.00 21,707 38,852 101,138 Device Routing Invert Outlet Devices #1 Primary 922.50'12.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.20' S= 0.0103 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 922.50'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.60'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=2.14 cfs @ 12.61 hrs HW=923.58' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 2.14 cfs of 2.79 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.14 cfs @ 3.93 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 201 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 24HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.680 ac Peak Elev=923.58' Storage=55,333 cf 13.33 cfs 2.14 cfs 202 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 25HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth = 1.27" for 2-yr event Inflow =7.49 cfs @ 12.31 hrs, Volume=0.566 af Outflow =7.33 cfs @ 12.34 hrs, Volume=0.566 af, Atten= 2%, Lag= 2.0 min Primary =7.33 cfs @ 12.34 hrs, Volume=0.566 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 911.17' @ 12.34 hrs Surf.Area= 1,298 sf Storage= 775 cf Plug-Flow detention time= 1.4 min calculated for 0.566 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 828.2 - 826.8 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=7.32 cfs @ 12.34 hrs HW=911.17' (Free Discharge) 1=Culvert (Barrel Controls 7.32 cfs @ 5.07 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 203 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 26HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 Inflow Area=5.350 ac Peak Elev=911.17' Storage=775 cf 7.49 cfs 7.33 cfs 7.33 cfs 0.00 cfs 204 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 27HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3PD: Existing 24 inch Culvert-South Inflow Area =2.750 ac, 36.55% Impervious, Inflow Depth = 1.71" for 2-yr event Inflow =7.10 cfs @ 12.18 hrs, Volume=0.392 af Outflow =6.89 cfs @ 12.21 hrs, Volume=0.392 af, Atten= 3%, Lag= 1.3 min Primary =6.89 cfs @ 12.21 hrs, Volume=0.392 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 911.13' @ 12.21 hrs Surf.Area= 858 sf Storage= 498 cf Plug-Flow detention time= 1.0 min calculated for 0.392 af (100% of inflow) Center-of-Mass det. time= 1.0 min ( 802.6 - 801.6 ) Volume Invert Avail.Storage Storage Description #1 909.92'11,590 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 1,505 1,530 1,531 914.00 8,554 10,059 11,590 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=6.89 cfs @ 12.21 hrs HW=911.12' (Free Discharge) 1=Culvert (Barrel Controls 6.89 cfs @ 5.00 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 205 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 28HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3PD: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)7 6 5 4 3 2 1 0 Inflow Area=2.750 ac Peak Elev=911.13' Storage=498 cf 7.10 cfs 6.89 cfs 6.89 cfs 0.00 cfs 206 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 29HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5PD: 18 inch Culvert Inflow Area =1.110 ac, 29.73% Impervious, Inflow Depth = 1.62" for 2-yr event Inflow =2.79 cfs @ 12.18 hrs, Volume=0.150 af Outflow =2.68 cfs @ 12.20 hrs, Volume=0.150 af, Atten= 4%, Lag= 1.4 min Primary =2.68 cfs @ 12.20 hrs, Volume=0.150 af Routed to Pond 3PD : Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 915.49' @ 12.20 hrs Surf.Area= 463 sf Storage= 231 cf Plug-Flow detention time= 1.5 min calculated for 0.150 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 806.0 - 804.6 ) Volume Invert Avail.Storage Storage Description #1 914.50'7,748 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 914.50 5 0 0 916.00 700 529 529 918.00 1,800 2,500 3,029 920.00 2,919 4,719 7,748 Device Routing Invert Outlet Devices #1 Primary 914.50'18.0" Round Culvert L= 230.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.50' / 913.90' S= 0.0026 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=2.68 cfs @ 12.20 hrs HW=915.49' TW=911.12' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.68 cfs @ 3.08 fps) 207 24-08-16 MSE 24-hr 3 2-yr Rainfall=2.86"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 30HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 5PD: 18 inch Culvert Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)3 2 1 0 Inflow Area=1.110 ac Peak Elev=915.49' Storage=231 cf 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' 2.79 cfs 2.68 cfs 208 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 31HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=2.87"Subcatchment 1AEX: Pioneer Pass 1st Tc=12.0 min CN=87 Runoff=29.26 cfs 1.720 af Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=2.87"Subcatchment 1AP: Pioneer Pass 1st Addition Tc=12.0 min CN=87 Runoff=29.26 cfs 1.720 af Runoff Area=1.940 ac 0.00% Impervious Runoff Depth=2.17"Subcatchment 1EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 Runoff=4.44 cfs 0.351 af Runoff Area=1.850 ac 45.95% Impervious Runoff Depth=2.96"Subcatchment 1P: To Existing Expanded Pond Tc=10.0 min CN=88 Runoff=8.31 cfs 0.457 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=2.33"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=81 Runoff=13.32 cfs 1.048 af Runoff Area=4.680 ac 57.48% Impervious Runoff Depth=3.16"Subcatchment 2P: To Reuse Pond 2 Tc=10.0 min CN=90 Runoff=22.12 cfs 1.231 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=2.42"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=82 Runoff=8.76 cfs 0.689 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth=2.42"Subcatchment 3EX: Onsite Drainage to South Flow Length=680' Tc=20.2 min CN=82 Runoff=14.39 cfs 1.078 af Runoff Area=1.640 ac 41.16% Impervious Runoff Depth=3.06"Subcatchment 3S: Onsite Drainage to South Tc=10.0 min CN=89 Runoff=7.56 cfs 0.418 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth=2.59"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 Runoff=7.57 cfs 0.544 af Runoff Area=2.500 ac 46.00% Impervious Runoff Depth=3.06"Subcatchment 4S: Onsite Drainage to Tc=12.0 min CN=89 Runoff=10.72 cfs 0.637 af Runoff Area=1.110 ac 29.73% Impervious Runoff Depth=2.87"Subcatchment 5S: Onsite Drainage to South Tc=10.0 min CN=87 Runoff=4.86 cfs 0.265 af Inflow=12.63 cfs 1.914 afReach 2R: To Northeast Outflow=12.63 cfs 1.914 af Inflow=7.57 cfs 0.544 afReach 4E: To Southwest to Existing Storm Sewer Outflow=7.57 cfs 0.544 af Inflow=10.72 cfs 0.637 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=10.72 cfs 0.637 af Peak Elev=929.04' Storage=29,778 cf Inflow=32.39 cfs 2.071 afPond 1EXP: Existing Pond 7 To Existing Outflow=10.88 cfs 2.071 af 209 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 32HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Peak Elev=927.63' Storage=59,281 cf Inflow=37.32 cfs 2.177 afPond 1EXPD: Existing Expanded Pond 7 To Outflow=4.13 cfs 1.276 af Peak Elev=924.22' Storage=66,126 cf Inflow=22.12 cfs 1.231 afPond 2PD: Reuse Pond 2 Outflow=4.10 cfs 1.225 af Peak Elev=911.81' Storage=1,833 cf Inflow=14.39 cfs 1.078 afPond 3EXP: Existing 24 inch Culvert-South Primary=13.79 cfs 1.078 af Secondary=0.00 cfs 0.000 af Outflow=13.79 cfs 1.078 af Peak Elev=911.59' Storage=971 cf Inflow=12.02 cfs 0.683 afPond 3PD: Existing 24 inch Culvert-South Primary=11.53 cfs 0.683 af Secondary=0.00 cfs 0.000 af Outflow=11.53 cfs 0.683 af Peak Elev=915.88' Storage=448 cf Inflow=4.86 cfs 0.265 afPond 5PD: 18 inch Culvert 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' Outflow=4.59 cfs 0.265 af Total Runoff Area = 44.800 ac Runoff Volume = 10.159 af Average Runoff Depth = 2.72" 70.57% Pervious = 31.615 ac 29.43% Impervious = 13.185 ac 210 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 33HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =29.26 cfs @ 12.20 hrs, Volume=1.720 af, Depth= 2.87" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=7.200 ac Runoff Volume=1.720 af Runoff Depth=2.87" Tc=12.0 min CN=87 29.26 cfs 211 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 34HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =29.26 cfs @ 12.20 hrs, Volume=1.720 af, Depth= 2.87" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=7.200 ac Runoff Volume=1.720 af Runoff Depth=2.87" Tc=12.0 min CN=87 29.26 cfs 212 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 35HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1EX: Onsite Existing Dainage Runoff =4.44 cfs @ 12.33 hrs, Volume=0.351 af, Depth= 2.17" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 1.940 79 Woods/grass comb., Good, HSG D 1.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 1EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=1.940 ac Runoff Volume=0.351 af Runoff Depth=2.17" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 4.44 cfs 213 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 36HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Existing Expanded Pond Runoff =8.31 cfs @ 12.17 hrs, Volume=0.457 af, Depth= 2.96" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 0.850 98 Paved parking, HSG D 1.000 80 >75% Grass cover, Good, HSG D 1.850 88 Weighted Average 1.000 54.05% Pervious Area 0.850 45.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1P: To Existing Expanded Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=1.850 ac Runoff Volume=0.457 af Runoff Depth=2.96" Tc=10.0 min CN=88 8.31 cfs 214 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 37HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =13.32 cfs @ 12.33 hrs, Volume=1.048 af, Depth= 2.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 81 Weighted Average 4.999 92.74% Pervious Area 0.391 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=5.390 ac Runoff Volume=1.048 af Runoff Depth=2.33" Flow Length=520' Tc=22.1 min CN=81 13.32 cfs 215 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 38HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =22.12 cfs @ 12.17 hrs, Volume=1.231 af, Depth= 3.16" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 2.690 98 Paved parking, HSG D 1.990 80 >75% Grass cover, Good, HSG D 4.680 90 Weighted Average 1.990 42.52% Pervious Area 2.690 57.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=4.680 ac Runoff Volume=1.231 af Runoff Depth=3.16" Tc=10.0 min CN=90 22.12 cfs 216 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 39HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =8.76 cfs @ 12.32 hrs, Volume=0.689 af, Depth= 2.42" Routed to Reach 2R : To Northeast Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 0.060 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 3.420 82 Weighted Average 2.969 86.80% Pervious Area 0.451 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=3.420 ac Runoff Volume=0.689 af Runoff Depth=2.42" Flow Length=520' Tc=22.1 min CN=82 8.76 cfs 217 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 40HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =14.39 cfs @ 12.30 hrs, Volume=1.078 af, Depth= 2.42" Routed to Pond 3EXP : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 82 Weighted Average 4.775 89.25% Pervious Area 0.575 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.2 300 0.0900 0.41 Sheet Flow, Range n= 0.130 P2= 2.86" 8.0 380 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 680 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=5.350 ac Runoff Volume=1.078 af Runoff Depth=2.42" Flow Length=680' Tc=20.2 min CN=82 14.39 cfs 218 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 41HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =7.56 cfs @ 12.17 hrs, Volume=0.418 af, Depth= 3.06" Routed to Pond 3PD : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 0.690 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved parking, HSG D 1.640 89 Weighted Average 0.965 58.84% Pervious Area 0.675 41.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=1.640 ac Runoff Volume=0.418 af Runoff Depth=3.06" Tc=10.0 min CN=89 7.56 cfs 219 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 42HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =7.57 cfs @ 12.28 hrs, Volume=0.544 af, Depth= 2.59" Routed to Reach 4E : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 84 Weighted Average 1.920 76.19% Pervious Area 0.600 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=2.520 ac Runoff Volume=0.544 af Runoff Depth=2.59" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 7.57 cfs 220 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 43HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =10.72 cfs @ 12.20 hrs, Volume=0.637 af, Depth= 3.06" Routed to Reach 4PR : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 1.150 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 0.550 98 Paved parking, HSG D 2.500 89 Weighted Average 1.350 54.00% Pervious Area 1.150 46.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=2.500 ac Runoff Volume=0.637 af Runoff Depth=3.06" Tc=12.0 min CN=89 10.72 cfs 221 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 44HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =4.86 cfs @ 12.17 hrs, Volume=0.265 af, Depth= 2.87" Routed to Pond 5PD : 18 inch Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.25" Area (ac) CN Description 0.560 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D 0.110 98 Paved parking, HSG D 1.110 87 Weighted Average 0.780 70.27% Pervious Area 0.330 29.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.25" Runoff Area=1.110 ac Runoff Volume=0.265 af Runoff Depth=2.87" Tc=10.0 min CN=87 4.86 cfs 222 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 45HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.100 ac, 38.78% Impervious, Inflow Depth > 2.84" for 10-yr event Inflow =12.63 cfs @ 12.33 hrs, Volume=1.914 af Outflow =12.63 cfs @ 12.33 hrs, Volume=1.914 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.100 ac 12.63 cfs 12.63 cfs 223 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 46HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth = 2.59" for 10-yr event Inflow =7.57 cfs @ 12.28 hrs, Volume=0.544 af Outflow =7.57 cfs @ 12.28 hrs, Volume=0.544 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)8 7 6 5 4 3 2 1 0 Inflow Area=2.520 ac 7.57 cfs 7.57 cfs 224 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 47HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =2.500 ac, 46.00% Impervious, Inflow Depth = 3.06" for 10-yr event Inflow =10.72 cfs @ 12.20 hrs, Volume=0.637 af Outflow =10.72 cfs @ 12.20 hrs, Volume=0.637 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.500 ac 10.72 cfs 10.72 cfs 225 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 48HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Area =9.140 ac, 29.93% Impervious, Inflow Depth = 2.72" for 10-yr event Inflow =32.39 cfs @ 12.20 hrs, Volume=2.071 af Outflow =10.88 cfs @ 12.52 hrs, Volume=2.071 af, Atten= 66%, Lag= 18.9 min Primary =10.88 cfs @ 12.52 hrs, Volume=2.071 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 929.04' @ 12.52 hrs Surf.Area= 18,616 sf Storage= 29,778 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 30.7 min ( 830.3 - 799.5 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=10.88 cfs @ 12.52 hrs HW=929.04' (Free Discharge) 1=Culvert (Passes 10.88 cfs of 22.78 cfs potential flow) 2=Orifice/Grate (Orifice Controls 10.88 cfs @ 6.16 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 226 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 49HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=9.140 ac Peak Elev=929.04' Storage=29,778 cf 32.39 cfs 10.88 cfs 227 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 50HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Area =9.050 ac, 39.62% Impervious, Inflow Depth = 2.89" for 10-yr event Inflow =37.32 cfs @ 12.19 hrs, Volume=2.177 af Outflow =4.13 cfs @ 12.85 hrs, Volume=1.276 af, Atten= 89%, Lag= 39.8 min Primary =4.13 cfs @ 12.85 hrs, Volume=1.276 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 927.63' @ 12.85 hrs Surf.Area= 22,793 sf Storage= 59,281 cf Plug-Flow detention time= 274.9 min calculated for 1.276 af (59% of inflow) Center-of-Mass det. time= 198.4 min ( 992.4 - 794.1 ) Volume Invert Avail.Storage Storage Description #1 920.00'165,777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 920.00 2,741 0 0 922.00 4,154 6,895 6,895 924.00 6,236 10,390 17,285 926.00 7,652 13,888 31,173 927.00 20,964 14,308 45,481 928.00 23,864 22,414 67,895 930.00 34,154 58,018 125,913 931.00 45,573 39,864 165,777 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.13 cfs @ 12.85 hrs HW=927.63' (Free Discharge) 1=Culvert (Passes 4.13 cfs of 20.42 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.13 cfs @ 3.37 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 228 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 51HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=9.050 ac Peak Elev=927.63' Storage=59,281 cf 37.32 cfs 4.13 cfs 229 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 52HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.680 ac, 57.48% Impervious, Inflow Depth = 3.16" for 10-yr event Inflow =22.12 cfs @ 12.17 hrs, Volume=1.231 af Outflow =4.10 cfs @ 12.56 hrs, Volume=1.225 af, Atten= 81%, Lag= 22.9 min Primary =4.10 cfs @ 12.56 hrs, Volume=1.225 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 39,015 cf Peak Elev= 924.22' @ 12.56 hrs Surf.Area= 17,648 sf Storage= 66,126 cf (27,111 cf above start) Plug-Flow detention time= 585.2 min calculated for 0.329 af (27% of inflow) Center-of-Mass det. time= 149.0 min ( 934.3 - 785.3 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,138 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 918.00 3,587 5,715 9,811 920.00 5,436 9,023 18,834 921.50 7,330 9,575 28,409 922.50 13,883 10,607 39,015 924.00 17,145 23,271 62,286 926.00 21,707 38,852 101,138 Device Routing Invert Outlet Devices #1 Primary 922.50'12.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.20' S= 0.0103 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 922.50'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.60'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=4.10 cfs @ 12.56 hrs HW=924.22' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.10 cfs @ 5.22 fps) 2=Orifice/Grate (Passes < 3.00 cfs potential flow) 3=Broad-Crested Rectangular Weir (Passes < 7.59 cfs potential flow) 230 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 53HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.680 ac Peak Elev=924.22' Storage=66,126 cf 22.12 cfs 4.10 cfs 231 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 54HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth = 2.42" for 10-yr event Inflow =14.39 cfs @ 12.30 hrs, Volume=1.078 af Outflow =13.79 cfs @ 12.35 hrs, Volume=1.078 af, Atten= 4%, Lag= 3.0 min Primary =13.79 cfs @ 12.35 hrs, Volume=1.078 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 911.81' @ 12.35 hrs Surf.Area= 1,997 sf Storage= 1,833 cf Plug-Flow detention time= 1.6 min calculated for 1.078 af (100% of inflow) Center-of-Mass det. time= 1.6 min ( 815.3 - 813.7 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=13.78 cfs @ 12.35 hrs HW=911.81' (Free Discharge) 1=Culvert (Barrel Controls 13.78 cfs @ 5.79 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 232 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 55HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.350 ac Peak Elev=911.81' Storage=1,833 cf 14.39 cfs 13.79 cfs 13.79 cfs 0.00 cfs 233 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 56HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3PD: Existing 24 inch Culvert-South Inflow Area =2.750 ac, 36.55% Impervious, Inflow Depth = 2.98" for 10-yr event Inflow =12.02 cfs @ 12.18 hrs, Volume=0.683 af Outflow =11.53 cfs @ 12.21 hrs, Volume=0.683 af, Atten= 4%, Lag= 1.6 min Primary =11.53 cfs @ 12.21 hrs, Volume=0.683 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 911.59' @ 12.21 hrs Surf.Area= 1,198 sf Storage= 971 cf Plug-Flow detention time= 1.2 min calculated for 0.683 af (100% of inflow) Center-of-Mass det. time= 1.0 min ( 791.6 - 790.6 ) Volume Invert Avail.Storage Storage Description #1 909.92'11,590 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 1,505 1,530 1,531 914.00 8,554 10,059 11,590 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=11.53 cfs @ 12.21 hrs HW=911.59' (Free Discharge) 1=Culvert (Barrel Controls 11.53 cfs @ 5.59 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 234 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 57HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3PD: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.750 ac Peak Elev=911.59' Storage=971 cf 12.02 cfs 11.53 cfs 11.53 cfs 0.00 cfs 235 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 58HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5PD: 18 inch Culvert Inflow Area =1.110 ac, 29.73% Impervious, Inflow Depth = 2.87" for 10-yr event Inflow =4.86 cfs @ 12.17 hrs, Volume=0.265 af Outflow =4.59 cfs @ 12.20 hrs, Volume=0.265 af, Atten= 5%, Lag= 1.7 min Primary =4.59 cfs @ 12.20 hrs, Volume=0.265 af Routed to Pond 3PD : Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 915.88' @ 12.20 hrs Surf.Area= 644 sf Storage= 448 cf Plug-Flow detention time= 1.7 min calculated for 0.265 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 794.6 - 793.1 ) Volume Invert Avail.Storage Storage Description #1 914.50'7,748 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 914.50 5 0 0 916.00 700 529 529 918.00 1,800 2,500 3,029 920.00 2,919 4,719 7,748 Device Routing Invert Outlet Devices #1 Primary 914.50'18.0" Round Culvert L= 230.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.50' / 913.90' S= 0.0026 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=4.59 cfs @ 12.20 hrs HW=915.88' TW=911.58' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.59 cfs @ 3.53 fps) 236 24-08-16 MSE 24-hr 3 10-yr Rainfall=4.25"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 59HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 5PD: 18 inch Culvert Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)5 4 3 2 1 0 Inflow Area=1.110 ac Peak Elev=915.88' Storage=448 cf 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' 4.86 cfs 4.59 cfs 237 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 60HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=7.200 ac 38.00% Impervious Runoff Depth>1.14"Subcatchment 1AEX: Pioneer Pass 1st Tc=12.0 min AMC Adjusted CN=98 Runoff=0.17 cfs 0.684 af Runoff Area=7.200 ac 38.00% Impervious Runoff Depth>1.14"Subcatchment 1AP: Pioneer Pass 1st Addition Tc=12.0 min AMC Adjusted CN=98 Runoff=0.17 cfs 0.684 af Runoff Area=1.940 ac 0.00% Impervious Runoff Depth>1.14"Subcatchment 1EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min AMC Adjusted CN=98 Runoff=0.05 cfs 0.184 af Runoff Area=1.850 ac 45.95% Impervious Runoff Depth>1.14"Subcatchment 1P: To Existing Expanded Pond Tc=10.0 min AMC Adjusted CN=98 Runoff=0.04 cfs 0.176 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth>1.14"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min AMC Adjusted CN=98 Runoff=0.13 cfs 0.511 af Runoff Area=4.680 ac 57.48% Impervious Runoff Depth>1.14"Subcatchment 2P: To Reuse Pond 2 Tc=10.0 min AMC Adjusted CN=98 Runoff=0.11 cfs 0.445 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth>1.14"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min AMC Adjusted CN=98 Runoff=0.08 cfs 0.324 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth>1.14"Subcatchment 3EX: Onsite Drainage to South Flow Length=680' Tc=20.2 min AMC Adjusted CN=98 Runoff=0.13 cfs 0.507 af Runoff Area=1.640 ac 41.16% Impervious Runoff Depth>1.14"Subcatchment 3S: Onsite Drainage to South Tc=10.0 min AMC Adjusted CN=98 Runoff=0.04 cfs 0.156 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth>1.14"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min AMC Adjusted CN=98 Runoff=0.06 cfs 0.239 af Runoff Area=2.500 ac 46.00% Impervious Runoff Depth>1.14"Subcatchment 4S: Onsite Drainage to Tc=12.0 min AMC Adjusted CN=98 Runoff=0.06 cfs 0.238 af Runoff Area=1.110 ac 29.73% Impervious Runoff Depth>1.14"Subcatchment 5S: Onsite Drainage to South Tc=10.0 min AMC Adjusted CN=98 Runoff=0.03 cfs 0.106 af Inflow=0.19 cfs 0.714 afReach 2R: To Northeast Outflow=0.19 cfs 0.714 af Inflow=0.06 cfs 0.239 afReach 4E: To Southwest to Existing Storm Sewer Outflow=0.06 cfs 0.239 af Inflow=0.06 cfs 0.238 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=0.06 cfs 0.238 af Peak Elev=927.00' Storage=0 cf Inflow=0.22 cfs 0.868 afPond 1EXP: Existing Pond 7 To Existing Pond 6 Outflow=0.22 cfs 0.868 af 238 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 61HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Peak Elev=926.55' Storage=37,467 cf Inflow=0.22 cfs 0.860 afPond 1EXPD: Existing Expanded Pond 7 To Outflow=0.00 cfs 0.000 af Peak Elev=922.67' Storage=41,391 cf Inflow=0.11 cfs 0.445 afPond 2PD: Reuse Pond 2 Outflow=0.11 cfs 0.391 af Peak Elev=910.08' Storage=7 cf Inflow=0.13 cfs 0.507 afPond 3EXP: Existing 24 inch Culvert-South Primary=0.13 cfs 0.507 af Secondary=0.00 cfs 0.000 af Outflow=0.13 cfs 0.507 af Peak Elev=910.04' Storage=3 cf Inflow=0.07 cfs 0.261 afPond 3PD: Existing 24 inch Culvert-South Primary=0.07 cfs 0.261 af Secondary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.261 af Peak Elev=914.60' Storage=3 cf Inflow=0.03 cfs 0.106 afPond 5PD: 18 inch Culvert 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' Outflow=0.03 cfs 0.105 af Total Runoff Area = 44.800 ac Runoff Volume = 4.253 af Average Runoff Depth = 1.14" 70.57% Pervious = 31.615 ac 29.43% Impervious = 13.185 ac 239 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 62HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =0.17 cfs @ 69.16 hrs, Volume=0.684 af, Depth> 1.14" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 7.200 87 1/4 acre lots, 38% imp, HSG D 7.200 87 98 Weighted Average, AMC Adjusted 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=7.200 ac Runoff Volume=0.684 af Runoff Depth>1.14" Tc=12.0 min AMC Adjusted CN=98 0.17 cfs 240 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 63HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =0.17 cfs @ 69.16 hrs, Volume=0.684 af, Depth> 1.14" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 7.200 87 1/4 acre lots, 38% imp, HSG D 7.200 87 98 Weighted Average, AMC Adjusted 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=7.200 ac Runoff Volume=0.684 af Runoff Depth>1.14" Tc=12.0 min AMC Adjusted CN=98 0.17 cfs 241 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 64HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1EX: Onsite Existing Dainage Runoff =0.05 cfs @ 69.28 hrs, Volume=0.184 af, Depth> 1.14" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.940 79 Woods/grass comb., Good, HSG D 1.940 79 98 Weighted Average, AMC Adjusted 1.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 1EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.940 ac Runoff Volume=0.184 af Runoff Depth>1.14" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min AMC Adjusted CN=98 0.05 cfs 242 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 65HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Existing Expanded Pond Runoff =0.04 cfs @ 69.10 hrs, Volume=0.176 af, Depth> 1.14" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.850 98 Paved parking, HSG D 1.000 80 >75% Grass cover, Good, HSG D 1.850 88 98 Weighted Average, AMC Adjusted 1.000 54.05% Pervious Area 0.850 45.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1P: To Existing Expanded Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.850 ac Runoff Volume=0.176 af Runoff Depth>1.14" Tc=10.0 min AMC Adjusted CN=98 0.04 cfs 243 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 66HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =0.13 cfs @ 69.32 hrs, Volume=0.511 af, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 81 98 Weighted Average, AMC Adjusted 4.999 92.74% Pervious Area 0.391 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=5.390 ac Runoff Volume=0.511 af Runoff Depth>1.14" Flow Length=520' Tc=22.1 min AMC Adjusted CN=98 0.13 cfs 244 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 67HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =0.11 cfs @ 69.10 hrs, Volume=0.445 af, Depth> 1.14" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 2.690 98 Paved parking, HSG D 1.990 80 >75% Grass cover, Good, HSG D 4.680 90 98 Weighted Average, AMC Adjusted 1.990 42.52% Pervious Area 2.690 57.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=4.680 ac Runoff Volume=0.445 af Runoff Depth>1.14" Tc=10.0 min AMC Adjusted CN=98 0.11 cfs 245 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 68HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =0.08 cfs @ 69.32 hrs, Volume=0.324 af, Depth> 1.14" Routed to Reach 2R : To Northeast Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 0.060 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 3.420 82 98 Weighted Average, AMC Adjusted 2.969 86.80% Pervious Area 0.451 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=3.420 ac Runoff Volume=0.324 af Runoff Depth>1.14" Flow Length=520' Tc=22.1 min AMC Adjusted CN=98 0.08 cfs 246 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 69HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =0.13 cfs @ 69.24 hrs, Volume=0.507 af, Depth> 1.14" Routed to Pond 3EXP : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 82 98 Weighted Average, AMC Adjusted 4.775 89.25% Pervious Area 0.575 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.2 300 0.0900 0.41 Sheet Flow, Range n= 0.130 P2= 2.86" 8.0 380 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 680 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=5.350 ac Runoff Volume=0.507 af Runoff Depth>1.14" Flow Length=680' Tc=20.2 min AMC Adjusted CN=98 0.13 cfs 247 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 70HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =0.04 cfs @ 69.10 hrs, Volume=0.156 af, Depth> 1.14" Routed to Pond 3PD : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.690 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved parking, HSG D 1.640 89 98 Weighted Average, AMC Adjusted 0.965 58.84% Pervious Area 0.675 41.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.640 ac Runoff Volume=0.156 af Runoff Depth>1.14" Tc=10.0 min AMC Adjusted CN=98 0.04 cfs 248 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 71HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =0.06 cfs @ 69.21 hrs, Volume=0.239 af, Depth> 1.14" Routed to Reach 4E : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 84 98 Weighted Average, AMC Adjusted 1.920 76.19% Pervious Area 0.600 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=2.520 ac Runoff Volume=0.239 af Runoff Depth>1.14" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min AMC Adjusted CN=98 0.06 cfs 249 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 72HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =0.06 cfs @ 69.16 hrs, Volume=0.238 af, Depth> 1.14" Routed to Reach 4PR : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.150 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 0.550 98 Paved parking, HSG D 2.500 89 98 Weighted Average, AMC Adjusted 1.350 54.00% Pervious Area 1.150 46.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=2.500 ac Runoff Volume=0.238 af Runoff Depth>1.14" Tc=12.0 min AMC Adjusted CN=98 0.06 cfs 250 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 73HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =0.03 cfs @ 69.10 hrs, Volume=0.106 af, Depth> 1.14" Routed to Pond 5PD : 18 inch Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.560 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D 0.110 98 Paved parking, HSG D 1.110 87 98 Weighted Average, AMC Adjusted 0.780 70.27% Pervious Area 0.330 29.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.110 ac Runoff Volume=0.106 af Runoff Depth>1.14" Tc=10.0 min AMC Adjusted CN=98 0.03 cfs 251 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 74HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.100 ac, 38.78% Impervious, Inflow Depth > 1.06" for 100 yr 10 day Snowmelt event Inflow =0.19 cfs @ 71.97 hrs, Volume=0.714 af Outflow =0.19 cfs @ 71.97 hrs, Volume=0.714 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=8.100 ac 0.19 cfs 0.19 cfs 252 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 75HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.06 cfs @ 69.21 hrs, Volume=0.239 af Outflow =0.06 cfs @ 69.21 hrs, Volume=0.239 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=2.520 ac 0.06 cfs 0.06 cfs 253 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 76HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =2.500 ac, 46.00% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.06 cfs @ 69.16 hrs, Volume=0.238 af Outflow =0.06 cfs @ 69.16 hrs, Volume=0.238 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=2.500 ac 0.06 cfs 0.06 cfs 254 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 77HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Area =9.140 ac, 29.93% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.22 cfs @ 69.13 hrs, Volume=0.868 af Outflow =0.22 cfs @ 69.13 hrs, Volume=0.868 af, Atten= 0%, Lag= 0.0 min Primary =0.22 cfs @ 69.13 hrs, Volume=0.868 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 927.00' @ 0.00 hrs Surf.Area= 11,890 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 69.13 hrs HW=927.00' (Free Discharge) 1=Culvert (Passes 0.00 cfs of 19.27 cfs potential flow) 2=Orifice/Grate (Passes 0.00 cfs of 0.63 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) 255 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 78HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=9.140 ac Peak Elev=927.00' Storage=0 cf 0.22 cfs 0.22 cfs 256 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 79HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Area =9.050 ac, 39.62% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.22 cfs @ 69.08 hrs, Volume=0.860 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 926.55' @ 72.00 hrs Surf.Area= 15,037 sf Storage= 37,467 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 920.00'165,777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 920.00 2,741 0 0 922.00 4,154 6,895 6,895 924.00 6,236 10,390 17,285 926.00 7,652 13,888 31,173 927.00 20,964 14,308 45,481 928.00 23,864 22,414 67,895 930.00 34,154 58,018 125,913 931.00 45,573 39,864 165,777 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=920.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 257 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 80HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=9.050 ac Peak Elev=926.55' Storage=37,467 cf 0.22 cfs 0.00 cfs 258 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 81HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.680 ac, 57.48% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.11 cfs @ 69.10 hrs, Volume=0.445 af Outflow =0.11 cfs @ 72.00 hrs, Volume=0.391 af, Atten= 3%, Lag= 174.0 min Primary =0.11 cfs @ 72.00 hrs, Volume=0.391 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 39,015 cf Peak Elev= 922.67' @ 72.00 hrs Surf.Area= 14,250 sf Storage= 41,391 cf (2,376 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 185.2 min ( 2,842.4 - 2,657.2 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,138 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 918.00 3,587 5,715 9,811 920.00 5,436 9,023 18,834 921.50 7,330 9,575 28,409 922.50 13,883 10,607 39,015 924.00 17,145 23,271 62,286 926.00 21,707 38,852 101,138 Device Routing Invert Outlet Devices #1 Primary 922.50'12.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.20' S= 0.0103 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 922.50'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.60'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.11 cfs @ 72.00 hrs HW=922.67' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.11 cfs of 0.11 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.11 cfs @ 1.40 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 259 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 82HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=4.680 ac Peak Elev=922.67' Storage=41,391 cf 0.11 cfs 0.11 cfs 260 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 83HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.13 cfs @ 69.24 hrs, Volume=0.507 af Outflow =0.13 cfs @ 69.25 hrs, Volume=0.507 af, Atten= 0%, Lag= 0.6 min Primary =0.13 cfs @ 69.25 hrs, Volume=0.507 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 910.08' @ 69.25 hrs Surf.Area= 111 sf Storage= 7 cf Plug-Flow detention time= 0.8 min calculated for 0.507 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 2,661.5 - 2,661.2 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.13 cfs @ 69.25 hrs HW=910.08' (Free Discharge) 1=Culvert (Barrel Controls 0.13 cfs @ 1.70 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 261 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 84HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=5.350 ac Peak Elev=910.08' Storage=7 cf 0.13 cfs 0.13 cfs 0.13 cfs 0.00 cfs 262 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 85HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3PD: Existing 24 inch Culvert-South Inflow Area =2.750 ac, 36.55% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.07 cfs @ 69.10 hrs, Volume=0.261 af Outflow =0.07 cfs @ 69.11 hrs, Volume=0.261 af, Atten= 0%, Lag= 0.5 min Primary =0.07 cfs @ 69.11 hrs, Volume=0.261 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 910.04' @ 69.11 hrs Surf.Area= 52 sf Storage= 3 cf Plug-Flow detention time= 0.7 min calculated for 0.261 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 2,657.9 - 2,657.6 ) Volume Invert Avail.Storage Storage Description #1 909.92'11,590 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 1,505 1,530 1,531 914.00 8,554 10,059 11,590 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.07 cfs @ 69.11 hrs HW=910.04' (Free Discharge) 1=Culvert (Barrel Controls 0.07 cfs @ 1.40 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 263 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 86HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3PD: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=2.750 ac Peak Elev=910.04' Storage=3 cf 0.07 cfs 0.07 cfs 0.07 cfs 0.00 cfs 264 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 87HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5PD: 18 inch Culvert Inflow Area =1.110 ac, 29.73% Impervious, Inflow Depth > 1.14" for 100 yr 10 day Snowmelt event Inflow =0.03 cfs @ 69.10 hrs, Volume=0.106 af Outflow =0.03 cfs @ 69.11 hrs, Volume=0.105 af, Atten= 0%, Lag= 0.7 min Primary =0.03 cfs @ 69.11 hrs, Volume=0.105 af Routed to Pond 3PD : Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 914.60' @ 69.11 hrs Surf.Area= 52 sf Storage= 3 cf Plug-Flow detention time= 1.9 min calculated for 0.105 af (100% of inflow) Center-of-Mass det. time= 0.8 min ( 2,658.1 - 2,657.2 ) Volume Invert Avail.Storage Storage Description #1 914.50'7,748 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 914.50 5 0 0 916.00 700 529 529 918.00 1,800 2,500 3,029 920.00 2,919 4,719 7,748 Device Routing Invert Outlet Devices #1 Primary 914.50'18.0" Round Culvert L= 230.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.50' / 913.90' S= 0.0026 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=0.03 cfs @ 69.11 hrs HW=914.60' TW=910.04' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.03 cfs @ 0.79 fps) 265 24-08-16 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Preliminary Design 24- Printed 8/14/2024Prepared by Westwood Professional Services Page 88HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 5PD: 18 inch Culvert Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=1.110 ac Peak Elev=914.60' Storage=3 cf 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' 0.03 cfs 0.03 cfs 266 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 89HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=5.82"Subcatchment 1AEX: Pioneer Pass 1st Tc=12.0 min CN=87 Runoff=57.31 cfs 3.491 af Runoff Area=7.200 ac 38.00% Impervious Runoff Depth=5.82"Subcatchment 1AP: Pioneer Pass 1st Addition Tc=12.0 min CN=87 Runoff=57.31 cfs 3.491 af Runoff Area=1.940 ac 0.00% Impervious Runoff Depth=4.91"Subcatchment 1EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 Runoff=9.98 cfs 0.793 af Runoff Area=1.850 ac 45.95% Impervious Runoff Depth=5.93"Subcatchment 1P: To Existing Expanded Pond Tc=10.0 min CN=88 Runoff=16.03 cfs 0.915 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=5.13"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=81 Runoff=28.92 cfs 2.305 af Runoff Area=4.680 ac 57.48% Impervious Runoff Depth=6.17"Subcatchment 2P: To Reuse Pond 2 Tc=10.0 min CN=90 Runoff=41.53 cfs 2.405 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=5.25"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=82 Runoff=18.70 cfs 1.495 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth=5.25"Subcatchment 3EX: Onsite Drainage to South Flow Length=680' Tc=20.2 min CN=82 Runoff=30.68 cfs 2.338 af Runoff Area=1.640 ac 41.16% Impervious Runoff Depth=6.05"Subcatchment 3S: Onsite Drainage to South Tc=10.0 min CN=89 Runoff=14.39 cfs 0.827 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth=5.47"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 Runoff=15.60 cfs 1.149 af Runoff Area=2.500 ac 46.00% Impervious Runoff Depth=6.05"Subcatchment 4S: Onsite Drainage to Tc=12.0 min CN=89 Runoff=20.42 cfs 1.260 af Runoff Area=1.110 ac 29.73% Impervious Runoff Depth=5.82"Subcatchment 5S: Onsite Drainage to South Tc=10.0 min CN=87 Runoff=9.50 cfs 0.538 af Inflow=24.50 cfs 3.893 afReach 2R: To Northeast Outflow=24.50 cfs 3.893 af Inflow=23.38 cfs 1.289 afReach 4E: To Southwest to Existing Storm Sewer Outflow=23.38 cfs 1.289 af Inflow=20.42 cfs 1.260 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=20.42 cfs 1.260 af Peak Elev=930.38' Storage=59,371 cf Inflow=64.69 cfs 4.284 afPond 1EXP: Existing Pond 7 To Existing Outflow=24.82 cfs 4.284 af 267 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 90HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Peak Elev=929.46' Storage=108,262 cf Inflow=72.90 cfs 4.406 afPond 1EXPD: Existing Expanded Pond 7 To Outflow=16.79 cfs 3.505 af Peak Elev=925.62' Storage=93,011 cf Inflow=41.53 cfs 2.405 afPond 2PD: Reuse Pond 2 Outflow=6.12 cfs 2.398 af Peak Elev=912.90' Storage=6,744 cf Inflow=30.68 cfs 2.338 afPond 3EXP: Existing 24 inch Culvert-South Primary=19.46 cfs 2.198 af Secondary=9.24 cfs 0.140 af Outflow=28.70 cfs 2.338 af Peak Elev=912.48' Storage=2,654 cf Inflow=21.36 cfs 1.365 afPond 3PD: Existing 24 inch Culvert-South Primary=18.48 cfs 1.365 af Secondary=0.00 cfs 0.000 af Outflow=18.48 cfs 1.365 af Peak Elev=917.02' Storage=1,527 cf Inflow=9.50 cfs 0.538 afPond 5PD: 18 inch Culvert 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' Outflow=7.55 cfs 0.538 af Total Runoff Area = 44.800 ac Runoff Volume = 21.008 af Average Runoff Depth = 5.63" 70.57% Pervious = 31.615 ac 29.43% Impervious = 13.185 ac 268 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 91HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =57.31 cfs @ 12.20 hrs, Volume=3.491 af, Depth= 5.82" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=7.200 ac Runoff Volume=3.491 af Runoff Depth=5.82" Tc=12.0 min CN=87 57.31 cfs 269 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 92HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =57.31 cfs @ 12.20 hrs, Volume=3.491 af, Depth= 5.82" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 7.200 87 1/4 acre lots, 38% imp, HSG D 4.464 62.00% Pervious Area 2.736 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 1AP: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=7.200 ac Runoff Volume=3.491 af Runoff Depth=5.82" Tc=12.0 min CN=87 57.31 cfs 270 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 93HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1EX: Onsite Existing Dainage Runoff =9.98 cfs @ 12.33 hrs, Volume=0.793 af, Depth= 4.91" Routed to Pond 1EXP : Existing Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 1.940 79 Woods/grass comb., Good, HSG D 1.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 1EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=1.940 ac Runoff Volume=0.793 af Runoff Depth=4.91" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 9.98 cfs 271 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 94HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Existing Expanded Pond Runoff =16.03 cfs @ 12.17 hrs, Volume=0.915 af, Depth= 5.93" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 0.850 98 Paved parking, HSG D 1.000 80 >75% Grass cover, Good, HSG D 1.850 88 Weighted Average 1.000 54.05% Pervious Area 0.850 45.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1P: To Existing Expanded Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=1.850 ac Runoff Volume=0.915 af Runoff Depth=5.93" Tc=10.0 min CN=88 16.03 cfs 272 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 95HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =28.92 cfs @ 12.31 hrs, Volume=2.305 af, Depth= 5.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 81 Weighted Average 4.999 92.74% Pervious Area 0.391 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=5.390 ac Runoff Volume=2.305 af Runoff Depth=5.13" Flow Length=520' Tc=22.1 min CN=81 28.92 cfs 273 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 96HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =41.53 cfs @ 12.17 hrs, Volume=2.405 af, Depth= 6.17" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 2.690 98 Paved parking, HSG D 1.990 80 >75% Grass cover, Good, HSG D 4.680 90 Weighted Average 1.990 42.52% Pervious Area 2.690 57.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=4.680 ac Runoff Volume=2.405 af Runoff Depth=6.17" Tc=10.0 min CN=90 41.53 cfs 274 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 97HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =18.70 cfs @ 12.31 hrs, Volume=1.495 af, Depth= 5.25" Routed to Reach 2R : To Northeast Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 0.060 98 Paved parking, HSG D 0.360 80 >75% Grass cover, Good, HSG D 3.420 82 Weighted Average 2.969 86.80% Pervious Area 0.451 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=3.420 ac Runoff Volume=1.495 af Runoff Depth=5.25" Flow Length=520' Tc=22.1 min CN=82 18.70 cfs 275 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 98HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =30.68 cfs @ 12.29 hrs, Volume=2.338 af, Depth= 5.25" Routed to Pond 3EXP : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 82 Weighted Average 4.775 89.25% Pervious Area 0.575 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.2 300 0.0900 0.41 Sheet Flow, Range n= 0.130 P2= 2.86" 8.0 380 0.0250 0.79 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 680 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=5.350 ac Runoff Volume=2.338 af Runoff Depth=5.25" Flow Length=680' Tc=20.2 min CN=82 30.68 cfs 276 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 99HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =14.39 cfs @ 12.17 hrs, Volume=0.827 af, Depth= 6.05" Routed to Pond 3PD : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 0.690 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved parking, HSG D 1.640 89 Weighted Average 0.965 58.84% Pervious Area 0.675 41.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=1.640 ac Runoff Volume=0.827 af Runoff Depth=6.05" Tc=10.0 min CN=89 14.39 cfs 277 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 100HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =15.60 cfs @ 12.28 hrs, Volume=1.149 af, Depth= 5.47" Routed to Reach 4E : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 84 Weighted Average 1.920 76.19% Pervious Area 0.600 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=2.520 ac Runoff Volume=1.149 af Runoff Depth=5.47" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=84 15.60 cfs 278 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 101HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =20.42 cfs @ 12.20 hrs, Volume=1.260 af, Depth= 6.05" Routed to Reach 4PR : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 1.150 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 0.550 98 Paved parking, HSG D 2.500 89 Weighted Average 1.350 54.00% Pervious Area 1.150 46.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=2.500 ac Runoff Volume=1.260 af Runoff Depth=6.05" Tc=12.0 min CN=89 20.42 cfs 279 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 102HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =9.50 cfs @ 12.17 hrs, Volume=0.538 af, Depth= 5.82" Routed to Pond 5PD : 18 inch Culvert Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.35" Area (ac) CN Description 0.560 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D 0.110 98 Paved parking, HSG D 1.110 87 Weighted Average 0.780 70.27% Pervious Area 0.330 29.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.35" Runoff Area=1.110 ac Runoff Volume=0.538 af Runoff Depth=5.82" Tc=10.0 min CN=87 9.50 cfs 280 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 103HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.100 ac, 38.78% Impervious, Inflow Depth = 5.77" for 100-yr event Inflow =24.50 cfs @ 12.32 hrs, Volume=3.893 af Outflow =24.50 cfs @ 12.32 hrs, Volume=3.893 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.100 ac 24.50 cfs 24.50 cfs 281 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 104HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth = 6.14" for 100-yr event Inflow =23.38 cfs @ 12.33 hrs, Volume=1.289 af Outflow =23.38 cfs @ 12.33 hrs, Volume=1.289 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.520 ac 23.38 cfs 23.38 cfs 282 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 105HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =2.500 ac, 46.00% Impervious, Inflow Depth = 6.05" for 100-yr event Inflow =20.42 cfs @ 12.20 hrs, Volume=1.260 af Outflow =20.42 cfs @ 12.20 hrs, Volume=1.260 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.500 ac 20.42 cfs 20.42 cfs 283 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 106HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Area =9.140 ac, 29.93% Impervious, Inflow Depth = 5.62" for 100-yr event Inflow =64.69 cfs @ 12.20 hrs, Volume=4.284 af Outflow =24.82 cfs @ 12.47 hrs, Volume=4.284 af, Atten= 62%, Lag= 16.4 min Primary =24.82 cfs @ 12.47 hrs, Volume=4.284 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 930.38' @ 12.47 hrs Surf.Area= 27,115 sf Storage= 59,371 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 33.0 min ( 818.5 - 785.5 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=24.82 cfs @ 12.47 hrs HW=930.38' (Free Discharge) 1=Culvert (Inlet Controls 24.82 cfs @ 14.05 fps) 2=Orifice/Grate (Passes < 14.69 cfs potential flow) 3=Orifice/Grate (Passes < 50.76 cfs potential flow) 284 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 107HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXP: Existing Pond 7 To Existing Pond 6 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=9.140 ac Peak Elev=930.38' Storage=59,371 cf 64.69 cfs 24.82 cfs 285 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 108HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Area =9.050 ac, 39.62% Impervious, Inflow Depth = 5.84" for 100-yr event Inflow =72.90 cfs @ 12.19 hrs, Volume=4.406 af Outflow =16.79 cfs @ 12.54 hrs, Volume=3.505 af, Atten= 77%, Lag= 20.8 min Primary =16.79 cfs @ 12.54 hrs, Volume=3.505 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 929.46' @ 12.54 hrs Surf.Area= 31,383 sf Storage= 108,262 cf Plug-Flow detention time= 190.7 min calculated for 3.505 af (80% of inflow) Center-of-Mass det. time= 131.0 min ( 911.1 - 780.1 ) Volume Invert Avail.Storage Storage Description #1 920.00'165,777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 920.00 2,741 0 0 922.00 4,154 6,895 6,895 924.00 6,236 10,390 17,285 926.00 7,652 13,888 31,173 927.00 20,964 14,308 45,481 928.00 23,864 22,414 67,895 930.00 34,154 58,018 125,913 931.00 45,573 39,864 165,777 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=16.79 cfs @ 12.54 hrs HW=929.46' (Free Discharge) 1=Culvert (Passes 16.79 cfs of 23.44 cfs potential flow) 2=Orifice/Grate (Orifice Controls 12.22 cfs @ 6.91 fps) 3=Orifice/Grate (Weir Controls 4.57 cfs @ 1.57 fps) 286 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 109HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 1EXPD: Existing Expanded Pond 7 To Existing Pond 6 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=9.050 ac Peak Elev=929.46' Storage=108,262 cf 72.90 cfs 16.79 cfs 287 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 110HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.680 ac, 57.48% Impervious, Inflow Depth = 6.17" for 100-yr event Inflow =41.53 cfs @ 12.17 hrs, Volume=2.405 af Outflow =6.12 cfs @ 12.61 hrs, Volume=2.398 af, Atten= 85%, Lag= 26.4 min Primary =6.12 cfs @ 12.61 hrs, Volume=2.398 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 39,015 cf Peak Elev= 925.62' @ 12.61 hrs Surf.Area= 20,836 sf Storage= 93,011 cf (53,996 cf above start) Plug-Flow detention time= 315.3 min calculated for 1.502 af (62% of inflow) Center-of-Mass det. time= 142.5 min ( 914.7 - 772.3 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,138 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 918.00 3,587 5,715 9,811 920.00 5,436 9,023 18,834 921.50 7,330 9,575 28,409 922.50 13,883 10,607 39,015 924.00 17,145 23,271 62,286 926.00 21,707 38,852 101,138 Device Routing Invert Outlet Devices #1 Primary 922.50'12.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.20' S= 0.0103 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 922.50'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.60'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=6.12 cfs @ 12.61 hrs HW=925.62' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.12 cfs @ 7.79 fps) 2=Orifice/Grate (Passes < 4.32 cfs potential flow) 3=Broad-Crested Rectangular Weir (Passes < 47.58 cfs potential flow) 288 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 111HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.680 ac Peak Elev=925.62' Storage=93,011 cf 41.53 cfs 6.12 cfs 289 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 112HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth = 5.25" for 100-yr event Inflow =30.68 cfs @ 12.29 hrs, Volume=2.338 af Outflow =28.70 cfs @ 12.36 hrs, Volume=2.338 af, Atten= 6%, Lag= 4.2 min Primary =19.46 cfs @ 12.36 hrs, Volume=2.198 af Secondary =9.24 cfs @ 12.36 hrs, Volume=0.140 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 912.90' @ 12.36 hrs Surf.Area= 7,869 sf Storage= 6,744 cf Plug-Flow detention time= 2.6 min calculated for 2.338 af (100% of inflow) Center-of-Mass det. time= 2.5 min ( 800.7 - 798.2 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=19.46 cfs @ 12.36 hrs HW=912.90' (Free Discharge) 1=Culvert (Barrel Controls 19.46 cfs @ 6.19 fps) Secondary OutFlow Max=9.22 cfs @ 12.36 hrs HW=912.90' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 9.22 cfs @ 1.56 fps) 290 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 113HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.350 ac Peak Elev=912.90' Storage=6,744 cf 30.68 cfs 28.70 cfs 19.46 cfs 9.24 cfs 291 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 114HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3PD: Existing 24 inch Culvert-South Inflow Area =2.750 ac, 36.55% Impervious, Inflow Depth = 5.96" for 100-yr event Inflow =21.36 cfs @ 12.18 hrs, Volume=1.365 af Outflow =18.48 cfs @ 12.24 hrs, Volume=1.365 af, Atten= 13%, Lag= 3.7 min Primary =18.48 cfs @ 12.24 hrs, Volume=1.365 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 912.48' @ 12.24 hrs Surf.Area= 3,190 sf Storage= 2,654 cf Plug-Flow detention time= 1.3 min calculated for 1.365 af (100% of inflow) Center-of-Mass det. time= 1.3 min ( 778.4 - 777.1 ) Volume Invert Avail.Storage Storage Description #1 909.92'11,590 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 1,505 1,530 1,531 914.00 8,554 10,059 11,590 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=18.48 cfs @ 12.24 hrs HW=912.48' (Free Discharge) 1=Culvert (Barrel Controls 18.48 cfs @ 5.96 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 292 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 115HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 3PD: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.750 ac Peak Elev=912.48' Storage=2,654 cf 21.36 cfs 18.48 cfs 18.48 cfs 0.00 cfs 293 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 116HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Pond 5PD: 18 inch Culvert Inflow Area =1.110 ac, 29.73% Impervious, Inflow Depth = 5.82" for 100-yr event Inflow =9.50 cfs @ 12.17 hrs, Volume=0.538 af Outflow =7.55 cfs @ 12.24 hrs, Volume=0.538 af, Atten= 20%, Lag= 3.8 min Primary =7.55 cfs @ 12.24 hrs, Volume=0.538 af Routed to Pond 3PD : Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 917.02' @ 12.24 hrs Surf.Area= 1,260 sf Storage= 1,527 cf Plug-Flow detention time= 2.0 min calculated for 0.538 af (100% of inflow) Center-of-Mass det. time= 1.8 min ( 781.0 - 779.1 ) Volume Invert Avail.Storage Storage Description #1 914.50'7,748 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 914.50 5 0 0 916.00 700 529 529 918.00 1,800 2,500 3,029 920.00 2,919 4,719 7,748 Device Routing Invert Outlet Devices #1 Primary 914.50'18.0" Round Culvert L= 230.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.50' / 913.90' S= 0.0026 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=7.55 cfs @ 12.24 hrs HW=917.02' TW=912.48' (Dynamic Tailwater) 1=Culvert (Barrel Controls 7.55 cfs @ 4.27 fps) 294 24-08-16 MSE 24-hr 3 100-yr Rainfall=7.35"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 117HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Pond 5PD: 18 inch Culvert Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.110 ac Peak Elev=917.02' Storage=1,527 cf 18.0" Round Culvert n=0.013 L=230.0' S=0.0026 '/' 9.50 cfs 7.55 cfs 295 Pioneer Ridge August 16, 2024 11 EXHIBIT 5 296 A-3 Park and R/W Irrigation RWMWD Stormwater Reuse Credit Calculator Reuse Pond Watershed Area Tributary to Stormwater Reuse System (acre)11.8 Watershed Imperviousness* Tributary to Stormwater Reuse System *assumed to be directly-connected (%)40 D (ac-ft)0.400 (cu-ft)17424 (gal)130,341 Irrigation Application Area (ac)(acre)2.41 (in/week)1.0 (ac-ft/day)0.0287 Irrigation Season Start (month #)5 Irrigation Season End (month #)9 Does the system go offline and drain down at the end of the season?(1=Yes / 0=No)0 Average Annual Precipitation (in/yr)27.7 Average Annual Watershed Runoff Volume (ac-ft/yr)11.43 Average Annual Runoff Coefficient 0.42 (ac-ft/yr)2.9 (%)25.4 (ac-ft/yr)8.5 (%)74.6 Average Annual Irrigation Demand (ac-ft/yr)3.2 (ac-ft/yr)2.9 (%)91.0 (ac-ft/yr)0.3 (%)9.0 Required Water Quality Volume for Watershed Based on RWMWD Rules (1.1 inch)(ac-ft)0.427 Average Annual Volume Reduction for an Infiltration System Sized to Meet the RWMWD Rules (Estimated by MIDS Calculator)(%)25.1 Average Annual Runoff Volume Reduction due to Stormwater Reuse for Irrigation (%)25.4 RWMWD Credit Factor For Stormwater Reuse 1.01 (ac-ft)0.400 (gal)130341 (cu-ft)17424 (ac-ft)0.432 (gal)140,616 (cu-ft)18798 Reuse Scenario Name Watershed Hydrologic Soil Group (HSG) Estimated Reuse Storage Volume Irrigation Application Rate Watershed Input Parameters Stormwater Reuse System Input Parameters Reuse Storage Volume that can be applied towards achieving the RWMWD Rules Stormwater Reuse Summary of Results - Stormwater Management Average Annual Runoff Volume Reduction due to Stormwater Reuse for Irrigation RWMWD Credit Factor For Stormwater Reuse Average Annual Runoff Volume Bypassing the Reuse System (including Winterization Drawdown, if applicable) Average Annual Irrigation Augmentation (from Potable Water Supply) Stormwater Reuse Summary of Results - Irrigation Demand Average Annual Irrigation Demand met by Stormwater Reuse Reuse Storage Volume Provided 297 POND VOLUME CALCULATIONS PROJECT:Pioneer Ridge NUMBER:0050930.0 DATE: 8/16/2024 BY: CLJ Expanded Pond 7 NWL =927 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 920 2,741 0.06 6,895 6,895 0.16 922 4,154 0.10 10,390 17,285 0.40 924 6,236 0.14 13,888 31,173 0.72 926 7,652 0.18 7,746 38,919 0.89 927 7,840 0.18 Pond 2 NWL =922.5 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 913 970 0.02 1,471 1,471 0.03 914 1,971 0.05 5,248 6,719 0.15 916 3,277 0.08 8,151 14,870 0.34 918 4,874 0.11 12,714 27,584 0.63 920 7,840 0.18 9,536 37,119 0.85 921.5 4,874 0.11 6,357 43,476 1.00 922.5 7,840 0.18 Reuse Pond 2 NWL =922.5 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 920.5 5,970 0.14 6,650 6,650 0.15 921.5 7,330 0.17 10,607 17,257 0.40 922.5 13,883 0.32 Page 1 of 1 298 PATIOGARAGEOLIVIA2-STORYPORCH PATIO GARAGE OLIVIA 2-STORY PORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCH 14' 13'16.5'1 8 . 5 '∆∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆300301302TNHELEV=924.149087929.86SSSB-7 EL=929.869097931.51SSSB-2 EL=931.519105931.76SSSB-3 EL=931.759112912.95SSSB-6 EL=912.959122931.76SSSB-4 EL=931.769127928.08SSSB-8 EL=928.089140947.25SSSB-5 EL=947.259176930.46SSSB-1 EL=930.46EX-MHRE = 929.30EX-MHRE = 916.64EX-MHRE = 910.08EX-MHRE = 906.09EX-MHRE = 924.43EX-MHRE = 924.39EX-MHRE = 904.73EX-MHRE = 923.28SEX-MHRE = 937.53EX-MHRE = 937.43XXX X POH POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTOSANSANSANSANSANSTOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTOSTOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSTOSTOSTOPOHPOHPOHPOHPOHPOHHH FIBER OPTICFOFOFORE-USE AREA = 2.41 AC.N:\0050930.00\DWG\CIVIL\EXHIBITS\0050930C-P-DRAN.DWG 11PROJECT NUMBER: 005093004/25/24...© 2017 Westwood Professional Services, Inc.SITE AREAPROJECT NAMENOT FOR CONSTRUCTIONSHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTACommon Ground AllianceCall 48 Hours before digging:811 or call811.com7.770391'2' OR 1'0'8'16'23'1" = 8'########################################299 Pioneer Ridge August 16, 2024 12 EXHIBIT 6 300 1P To Existing Expanded Pond 2P To Reuse Pond 2 Routing Diagram for Preliminary Design 24-08-16 Prepared by Westwood Professional Services, Printed 8/14/2024 HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 301 24-08-16 NURP MSE 24-hr 3 NURP Rainfall=2.50"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 2HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.850 ac 45.95% Impervious Runoff Depth=1.38"Subcatchment 1P: To Existing Expanded Pond Tc=10.0 min CN=88 Runoff=3.97 cfs 0.213 af Runoff Area=4.680 ac 57.48% Impervious Runoff Depth=1.53"Subcatchment 2P: To Reuse Pond 2 Tc=10.0 min CN=90 Runoff=11.06 cfs 0.597 af Total Runoff Area = 6.530 ac Runoff Volume = 0.810 af Average Runoff Depth = 1.49" 45.79% Pervious = 2.990 ac 54.21% Impervious = 3.540 ac 302 24-08-16 NURP MSE 24-hr 3 NURP Rainfall=2.50"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 3HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Existing Expanded Pond Runoff =3.97 cfs @ 12.18 hrs, Volume=0.213 af, Depth= 1.38" Routed to Pond 1EXPD : Existing Expanded Pond 7 To Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (ac) CN Description 0.850 98 Paved parking, HSG D 1.000 80 >75% Grass cover, Good, HSG D 1.850 88 Weighted Average 1.000 54.05% Pervious Area 0.850 45.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 1P: To Existing Expanded Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)4 3 2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=1.850 ac Runoff Volume=0.213 af Runoff Depth=1.38" Tc=10.0 min CN=88 3.97 cfs 303 24-08-16 NURP MSE 24-hr 3 NURP Rainfall=2.50"Preliminary Design 24-08-16 Printed 8/14/2024Prepared by Westwood Professional Services Page 4HydroCAD® 10.20-5a s/n 02351 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =11.06 cfs @ 12.18 hrs, Volume=0.597 af, Depth= 1.53" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (ac) CN Description 2.690 98 Paved parking, HSG D 1.990 80 >75% Grass cover, Good, HSG D 4.680 90 Weighted Average 1.990 42.52% Pervious Area 2.690 57.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 10.0 Direct Entry, Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=4.680 ac Runoff Volume=0.597 af Runoff Depth=1.53" Tc=10.0 min CN=90 11.06 cfs 304 POND VOLUME CALCULATIONS PROJECT:Pioneer Ridge NUMBER:0050930.0 DATE: 8/16/2024 BY: CLJ Expanded Pond 7 NWL =927 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 920 2,741 0.06 6,895 6,895 0.16 922 4,154 0.10 10,390 17,285 0.40 924 6,236 0.14 13,888 31,173 0.72 926 7,652 0.18 7,746 38,919 0.89 927 7,840 0.18 Pond 2 NWL =922.5 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 913 970 0.02 1,471 1,471 0.03 914 1,971 0.05 5,248 6,719 0.15 916 3,277 0.08 8,151 14,870 0.34 918 4,874 0.11 12,714 27,584 0.63 920 7,840 0.18 9,536 37,119 0.85 921.5 4,874 0.11 6,357 43,476 1.00 922.5 7,840 0.18 Reuse Pond 2 NWL =922.5 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 920.5 5,970 0.14 6,650 6,650 0.15 921.5 7,330 0.17 10,607 17,257 0.40 922.5 13,883 0.32 Page 1 of 1 305 Project:Pioneer Ridge Rational Storm Sewer Design Tabulation Westwood Professional Services, Inc. Proj #:50930 Plan Date:24-04-15 Frequency Storm (yrs) =10 Comp By:CLJ Comp Date:24-04-15 Manning Coefficient =0.013 Checked By:CLJ Revised Date:24-08-16 Minimum Pipe Size (in.) =12 12701 Whitewater Drive, Suite 300 Rainfall Data for Twin Cities Metro Area Only Minnetonka, MN 55343 Intensity-Duration-Frequency Data Obtained From MNDOT 952-937-5150 cover from top pipe Run Description From From To To Area Up Area Up Sum Area Time of Pipe Time Selected Sum Intensity Q = Flow Slope Pipe Select Capacity Full Velocity Pipe Cover Prefix #Prefix #Inlet (SF) Inlet (Acres)Area Conc.(min)(min)Tot Tc "C" CXA CXA (IN/HR) Q = CAI %Dia(in.) Dia(in.) of pipe (fps)Length Up M.H. Dn M.H. Up M.H. Dn M.H. Up M.H. Dn M.H. CB 109 CBMH 108 0 0.47 0.47 10.00 0.40 10.00 0.30 0.14 0.14 5.65 0.80 1.00 6.84 12 3.56 4.54 110 931.20 929.85 927.20 926.10 2.83 2.58 CB 107 CBMH 108 0 0.72 0.72 10.00 0.14 10.00 0.80 0.58 0.58 5.65 3.26 1.00 11.60 12 3.56 4.54 39 928.42 929.85 924.42 924.03 2.83 4.65 CBMH 108 CBMH 102 0 0.37 1.56 10.00 0.31 10.40 0.80 0.30 1.01 5.56 5.63 0.30 17.85 18 5.75 3.26 60 929.85 929.71 923.63 923.45 4.51 4.55 CB 106 CBMH 105 0 0.62 0.62 10.00 0.12 10.00 0.80 0.50 0.50 5.65 2.80 0.65 11.89 12 2.87 3.66 26 927.53 927.48 924.28 924.11 2.08 2.20 CBMH 105 CBMH 104 0 0.44 1.06 10.00 0.26 10.12 0.80 0.35 0.85 5.63 4.77 0.26 17.23 18 5.36 3.03 47 927.48 928.82 923.71 923.59 2.06 3.52 CBMH 104 CBMH 103 0 0.05 1.11 10.00 0.13 10.38 0.80 0.04 0.89 5.56 4.94 0.26 17.46 18 5.36 3.03 23 928.82 929.19 923.59 923.53 3.52 3.95 CBMH 103 CBMH 102 0 0.45 1.56 10.00 0.15 10.50 0.80 0.36 1.25 5.54 6.91 0.21 20.61 21 7.26 3.02 27 929.19 929.71 923.33 923.27 3.88 4.46 CBMH 102 STMH 101 0 0.33 3.45 10.00 0.31 10.71 0.80 0.26 2.53 5.49 13.86 0.39 23.83 24 14.13 4.50 84 929.71 930.40 923.05 922.72 4.41 5.43 STMH 101 FES 100 0 0.00 3.45 10.00 0.21 11.02 0.30 0.00 2.53 5.42 13.69 0.39 23.72 24 14.13 4.50 56 930.40 922.50 922.72 922.50 5.43 0.00 NWL 922.50 FES 113 CBMH 112 0 0.00 0.00 10.00 0.16 10.00 0.30 0.00 0.00 5.65 7.55 0.38 19.07 18 6.48 3.66 35 914.50 924.26 914.50 914.37 0.00 8.18 CBMH 112 CBMH 111 0 0.10 0.10 10.00 0.12 10.16 0.80 0.08 0.08 5.62 8.00 0.38 19.48 18 6.48 3.66 27 924.26 924.39 914.37 914.26 8.18 8.42 CBMH 111 FES 110 0 0.12 0.22 10.00 0.44 10.28 0.80 0.10 0.18 5.59 8.53 0.38 19.96 18 6.48 3.66 96 924.39 913.90 914.26 913.90 8.42 0.00 CB 117 CBMH 116 0 0.43 0.43 10.00 0.14 10.00 0.80 0.34 0.34 5.65 1.95 0.45 11.11 12 2.39 3.04 26 929.78 929.78 926.78 926.66 1.83 1.95 CBMH 116 FES 115 0 0.48 0.91 10.00 0.19 10.14 0.80 0.38 0.73 5.62 4.09 0.40 15.01 18 6.64 3.76 42 929.78 927.00 926.26 926.10 1.81 0.00 NWL 927.00 Invert Elev.Rim Elevation TO EXPANDED POND To Existing Culvert POND 2 REUSE 306 ∆∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆BLUFF CREEK DRIVEPIONEER TRA IL HI G H W A Y 2 1 2 300301302TNHELEV=924.14EX-MHRE = 929.30EX-MHRE = 916.64EX-MHRE = 910.08EX-MHRE = 906.09EX-MHRE = 903.48EX-MHRE = 899.85EX-MHRE = 900.85EX-MHRE = 924.43EX-MHRE = 924.39EX-MHRE = 901.83EX-MHRE = 904.73EX-MHRE = 923.28SEX-MHRE = 937.53SEX-MHRE = 937.43XXX XPOH POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTOSANSANSANSANSANSANRE=937.53IE=918.83 (E/W)8" PVCRE=937.43IE=918.13 (N/E/W)8" PVCRE=929.30CAN'T OPENSTORE=924.43IE=919.73 (E)IE=913.03 (W)24" RCP20" RCPRE=924.39IE=920.09 (E)IE=920.29 (NE)15" RCPSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTO12" RCP15" RCP12" RCP 12" RCP 12" RCP12" RCP12" RCPRE=900.85IE=896.15 (NE)IE=896.15 (SE)WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATRE=901.83IE=896.43 (SW)RE=899.85STO12" RCPRE=903.48IE=900.28 (NW)IE=899.98 (SW)IE=900.28 (NE)RE=904.73IE=899.33 (SE)RE=906.09IE=902.79 (NE)IE=902.79 (SW)RE=910.08IE=906.78 (NE)IE=906.78 (SW)RE=916.64IE=913.24 (SW)RE=908.74RE=909.92RE=923.28IE=919.18STOSTOSTOPOH POH POHPOHPOHPOHPOHSTO STO24" RCPHH FIBER OPTICFOFOFO900900910910920920920920920920930930930930930 930930930930940940 940 896896898898902902904904906906908908912912912912914914914914914914914914916916916 916916916916916918918918918918918922922922922922924924924924924 926926926926926928928928 928928928928932932 932 932 932932 932 932932934934934934934936936 936936936936936938938 938 938 938 938 938938938942942942942944944946946946946948948910920930930930908912914916918922924926928932932932934 9 0 0 91 0 920920920 9309408 9 8 90 2 9 0 4 90 6 9 0 8 91 2 91 4 91 6 918918 918922922922922 922924924 9249269289329349369389429449 4 6934.4SOG 934.4936.1SOG936.1933.2SOG933.2935.0 SOG 935.0 935.8 927.6 LO 930.8 933.7925.5LO928.7936.6928.4LO931.6933.7925.5LO928.7932.0923.8WO923.8934.8926.6WO926.6935.9927.7WO927.7932.1923.9WO923.9929.9SOG929.9934.7926.5LO929.7937.6929.4LO932.6934.7926.5LO929.7935.7927.5LO930.7936.0 SOG 936.0 937.0 SOG 937.0 936.8 928.6 LO 931.8933.0924.8WO924.8935.8927.6WO927.6934.2SOG934.2935.2SOG935.2937.1SOG937.1936.1SOG936.1933.4 SOG 933.4930.9SOG930.9933.1924.9WO924.9 936.9928.7WO928.7EOF31.7HP33.3EXPANDED EXISTINGPOND 6NWL=927.0EX 100 YR HWL =930.4PR 100 YR HWL=929.5EOF=930.4LP31.2HP33.5POND 2-REUSENWL=922.5BOTTOM = 913.0100 YR HWL = 925.6EOF=925.6BERM=926.10123 4567891011120 1 2 3 4 5 0123456 EXPANDED EXISTINGPOND 6NWL=927.0EX 100 YR HWL =930.4PR 100 YR HWL=929.7EOF=930.4PATIOGARAGEOLIVIA2-STORYPORCH PATIO GARAGE OLIVIA 2-STORY PORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCHPATIOGARAGEOLIVIA2-STORYPORCH12345678910111213 141516171819202122232425262728293031323334353637383940123456789101112131415161718192021414141112STREET ASTREET B100.0'165.9'50.0'14' 13'16.5'1 8 . 5 'R50'R5 0 'HEMLOCK WAY1090.47 AC1070.72 AC1030.45 AC1050.44 AC1060.62 AC1001011131101120.10 AC1110.47 AC1170.43 AC1160.48 AC1151020.33 AC1080.37 AC1040.05 AC307 March 5, 2024 HGTS Project Number: 24-0073 Mr. Matt Olson Brandl Anderson 221 River Ridge Circle South Burnsville, MN 55337 Re: Geotechnical Exploration Report, Proposed Residential Development, Chanhassen, Minnesota Dear Mr. Olson: We have completed the geotechnical exploration report for the proposed residential development in Chanhassen. A brief summary of our results and recommendations is presented below. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Eight soil borings were completed for this project with 6 of the borings encountering about 1 to 4 ½ feet of topsoil overlying clayey glacial till deposits that extended to the termination depths of the borings. The remaining two borings (SB-5 and SB-6) encountered about 6 to 7 feet of Fill and buried topsoil or swamp deposits that extended to depths ranging from about 10 to 12 feet below the ground surface. Groundwater was encountered in one of the soil borings at about 14 feet below the ground surface . The vegetation, topsoil and Fill, buried topsoil and swamp deposits are not suitable for building, roadway or utility support and will need to be removed and replaced, as needed, with suitable compacted engineered fill. It is our opinion that the underlying native glacial till soils are suitable for foundation support. With the building pads prepared as recommended it is our opinion that the foundations for the proposed homes can be designed for a net allowable soil bearing capacity up to 2,000 pounds per square foot. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information, please contact Paul Gionfriddo at 612-729-2959. Sincerely, Haugo GeoTechnical Services Paul Gionfriddo, P.E. Senior Engineer 308 GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Residential Development NE Quadrant Bluff Creek Drive & Pioneer Trial Chanhassen, Minnesota PREPARED FOR: Brandl Anderson 221 River Ridge Circle South Burnsville, MN 55337 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, Minnesota 55407 Haugo GeoTechnical Services Project: 23-0089 March 5, 2024 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. Paul Gionfriddo, P.E. Senior Engineer License Number: 23093 309 Table of Contents 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 3 3.3 Laboratory Testing 4 3.4 OSHA Soil Classification 5 4.0 DISCUSSION AND RECOMMENDATIONS 5 4.1 Proposed Construction 5 4.2 Discussion 5 4.3 Site Grading Recommendations 6 4.4 Dewatering 8 4.5 Interior Slabs 8 4.6 Below Grade Walls 9 4.7 Retaining Walls 9 4.8 Exterior Slabs 10 4.9 Site Grading and Drainage 10 4.10 Utilities 11 4.11 Bituminous Pavements 11 4.12 Materials and Compaction 12 4.13 Stormwater Ponds/Infiltration Basins 12 5.0 CONSTRUCTION CONSIDERATIONS 13 5.1 Excavation 13 5.2 Observations 13 5.3 Backfill and Fills 13 5.4 Testing 13 5.5 Winter Construction 13 6.0 PROCEDURES 14 6.1 Soil Classification 14 6.2 Groundwater Observations 14 7.0 GENERAL 14 7.1 Subsurface Variations 14 7.2 Review of Design 14 7.3 Groundwater Fluctuations 15 7.4 Use of Report 15 7.5 Level of Care 15 APPENDIX Boring Location Sketch, Figure 1 Soil Boring Logs, SB-1 thru SB-8 Descriptive Terminology 310 1 1.0 INTRODUCTION 1.1 Project Description Brandl Anderson is preparing for construction of a residential development in Chanhassen, Minnesota and retained Haugo GeoTechnical Services (HGTS) to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed development. We understand the project will include preparing house pads for 13 townhome buildings along with the associated streets, underground utilities and stormwater ponds. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for foundation design and construction. 1.3 Site Description The project site is located in the north east quadrant of the intersections of Bluff Creek Drive and Pioneer Trail in Chanhassen, Minnesota. The site is known as, or is referred to, as the MnDOT Property. At the time of this assessment, the project site existed as vacant land and was mostly grass covered. Based on a brief review of historical aerial photographs available on Google Earth, it appears that the land was used for agricultural purposes until sometime around March 2006 when the farmstead was removed. Some grading activities are visible in the aerial photographs dated May 2006 that appear to be associated with construction of Pioneer Trail and U S Highway 212. The project site appears to have remained vacant since about 2008. The site topography varied but generally rise to the north. The ground surface elevations at the soil boring locations ranged from about 913 to 947 with most of the elevations near about 931 feet above mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services proposal 24-0073 dated January 30, 2024. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks:  Completing 8 standard penetration test soil borings and extending 5 to nominal depths of 20 feet and 3 to nominal depths of 14 ½ feet.  Sealing the borings in accordance with Minnesota Department of Health requirements.  Obtaining GPS coordinates and ground surface elevations at the soil boring locations. Brandl Anderson and/or their consultants subsequently staked the boring locations and provided ground surface elevations at the boring locations.  Visually/manually classifying samples recovered from the soil borings.  Performing laboratory tests on selected samples. 311 2  Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements.  Preparing an engineering report describing soil and groundwater conditions and providing recommendations for foundation design and construction. 1.5 Documents Provided We were provided a Concept Sketch prepared by Brandle Anderson and/or Westwood Professional Services (Westwood) that was dated January 12, 2024. The Concept Sketch showed the proposed locations of the townhomes, streets and stormwater pond(s) along with the proposed soil boring locations. Additionally, we were provided a plan sheet that showed the property boundaries, boring locations and ground surface elevations at the boring locations. The plan was not titled or dated and did not identify the preparer however we understand that it was prepared by Westwood. Other than the documents described above, specific architectural, structural or civil plans were not available at the time of this geotechnical evaluation. 1.6 Locations and Elevations The soil borings were selected and staked in the field by Brandle Anderson and/or Westwood. Ground surface elevations at the soil boring locations were also provided by Brandle Anderson and/or Westwood. The approximate locations of the soil borings are shown on Figure 1, “Soil Boring Location Sketch,” in the Appendix. The sketch was prepared by HGTS using the untitled plan sheet provided as a base. 2.0 FIELD PROCEDURES The eight (8) standard penetration test borings were advanced on February 16th and 19th, 2024 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140- pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring logs. The samples were sealed in containers and provided to HGTS for testing and soil classification. A field log of each boring was prepared by HGTS. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represents an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. 312 3 The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring log identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions The soils were frozen to a depth of about 2 feet below the ground surface at the time of our exploration. At the surface, the soil borings encountered about 1 to 4 ½ feet of topsoil consisting of sandy lean clay that was black in color and contained trace amounts of roots. Below the topsoil soil borings SB-5 and SB-6 encountered clayey Fill soils that extended to about 7 feet below the ground surface. The Fill was composed of clayey sand and sandy lean clay that was brown in color. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs, within the clayey Fill soils ranged from 6 to 10 bpf. These values indicate the Fill had a medium to rather stiff consistency or loose relative density. The Fill at borings SB-5 and SB-6 was underlain by buried topsoil or swamp deposits that extended to depths ranging from about 10 to 12 feet below the ground surface. The buried topsoil or swamp deposits were composed of organic clay that contained some roots and was black in color. Below the topsoil, Fill, buried topsoil and swamp deposits the soil borings encountered native sandy lean clay glacial till soils that extended to the termination depths of the borings. The glacial till soils were mostly brown in color. N-Values within the sandy lean clay glacial till ranged from 5 to 32 bpf with most of the values ranging from about 6 to 16. These values indicate the clayey glacial till had a rather soft to hard consistency but were mostly medium to stiff. The higher N-values, generally greater than 20 bpf, were likely due to gravel cobbles or boulders within the glacial till. 3.2 Groundwater Groundwater was encountered in soil boring SB-6 at abut 14 feet below the ground surface while drilling and sampling. Groundwater was not encountered in the remaining borings while drilling and sampling or after removing the augers from the boreholes. Water levels are summarized in Table 1. 313 4 Table 1. Summary of Groundwater Levels Boring Number Surface Elevation (feet) Approximate Depth to Groundwater (feet)* Approximate Groundwater Elevation (feet)* SB-1 930.5 NE - SB-2 931.5 NE - SB-3 931.8 NE - SB-4 931.8 NE - SB-5 947.3 NE - SB-6 913.0 14 899 SB-7 929.9 NE - SB-8 928.1 NE - * = Depths and elevations were rounded to the nearest ½ foot. NE = Not Encountered Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Given the cohesive nature of the soils encountered, it is possible that insufficient time was available for groundwater to seep into the borings and rise to its hydrostatic level. Seasonal and annual fluctuations in the groundwater levels should be expected. Groundwater monitoring wells or piezometers in conjunction with deeper soil boring(s) would be required to more accurately determine water levels. 3.3 Laboratory Testing Laboratory moisture content and percent passing the #200 sieve (P-200) tests were performed on selected samples recovered from the soil borings. Moisture content ranged from about 18 ½ to 30 percent. These values indicate that the soils were likely above their assumed optimum moisture content based n the standard Proctor test. The P-200 content is a measure of the silt and clay sized particle on a sample which can affect infiltration rates. In general, the greater the P-200 content the less permeable the soil will be. Organic contents ranged from about 3 ½ to 5 percent indicating the soils were slightly organic. Laboratory test results are summarized in Table 2 and are also shown on the boring logs adjacent to the sample tested. Table 2. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%) * P-200 Content (%) * Organic Content (%) SB-1 SS-19 5 22 53 ½ - SB-2 SS-3 5 20 ½ - - SB-3 SS-25 2 ½ 26 - - SB-4 SS-33 2 ½ 27 ½ - - SB-5 SS-48 2 ½ 19 - - SB-5 SS-50 7 ½ 24 - 5 SB-6 SS-57 5 22 - - SB-6 SS-58 7 ½ 28 - 3 ½ SB-7 SS-11 5 30 - - SB-8 SS-42 5 18 ½ 54 - *Moisture content, P-200 and organic contents were rounded to the nearest ½ percent. 314 5 3.4 OSHA Soil Classification The soils encountered in the borings consisted predominantly of sandy lean clay with lesser amounts of clayey sand meeting the ASTM Classifications of CL and SC, respectively. Soils meeting the classification of CL will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines, while soils classified as SC will generally be Type C soils under OSHA guidelines. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction We understand the project will include preparing lots and house pads for 13 townhome buildings with each building having 4 or 6 units for a total of 62 units. We were not provided specific architectural, structural or civil construction plans, but we assume the homes will include one or two stories above grade and will most likely be slab on grade structures but could have walkout, lookout or full basements. We anticipate below grade construction consisting of cast-in-place concrete or masonry block foundation walls supported on concrete spread footings. The above grade construction will likely consist of wood framing, a pitched roof and asphalt shingles. Based on the assumed construction we estimate wall loadings will range from about 2 to 3 kips (2,000 to 3,000 pounds) per lineal foot and column loads, if any will be less than 75 kips (75,000 pounds). We anticipate the buildings will be constructed at or near existing site grades so that cuts or fill for permanent grade changes will generally be on the order of 5 feet or less. If the proposed loads exceed these values or if the design or location of the proposed development changes, we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion The vegetation and topsoil are not suitable for foundation, roadway or utility support and will need to be removed from below the building pads, pavements, utilities and oversize areas and replaced with suitable compacted engineered fill. Based on a review of historical aerial photographs available on Google Earth a farmstead existed on the site that appears to have been located in the vicinity of soil boring SB-4. The farmstead was removed sometime around March 2006. Although our borings did not encounter remnants of the former structure(s) there is that potential. We recommend that all remnants of any former structure(s), if encountered, including; foundations, foundation walls, 315 6 floor slabs and any underground utilities be removed from within the proposed building, roadway, utility and oversize areas and be properly disposed of off-site. The origin of the Fill encountered in borings SB-5 and SB-6 is unknown. Soil boring SB-5 was completed in an area that appears to have been graded during construction of U S Highway 212 and Pioneer Trail. Soil boring SB-6 was completed in an area that was occupied by a pond that appears to have been filled as part of construction of Pioneer Trail. We are not aware of any documentation regarding placement or compaction of the Fill and the concern with undocumented Fill is the potential for unsuitable materials to be buried within it that can settle unfavorably due to the structural loads associated with the proposed development. Below the Fill, soil borings SB-5 and SB-6 encountered organic soils (buried topsoil and/or swamp deposits) that extend to depths ranging from about 10 to 12 feet below the ground surface. The organic soils are compressible and can settle unfavorably. For these reasons we do not recommend supporting the townhomes, utilities and pavements on the Fill and organic soils and recommend they be removed from within the proposed building, utility, pavement and oversize areas. It is our opinion that the underlying native glacial till soils are generally suitable for foundation, pavement and utility support. The laboratory moisture contents of the clayey glacial till soils ranged from about 18 ½ to 30 percent, with most of the values greater than 20 percent, indicating they were likely above their assumed optimum soil moisture content based on the standard Proctor test. Clayey soil that will be reused ad fill or backfill will likely require some moisture conditioning (drying) to meet the recommended compaction levels. Summer months are typically more favorable for drying wet clays. Groundwater was encountered in one of the borings (SB-6) at about 14 feet below the ground surface. With the foundations anticipated to bear about 4 to 10 feet below the ground surface we do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. 4.3 Site Grading Recommendations Excavation We recommend that all building remnants, if encountered, footings, floor slabs, foundation walls and underground utilities be removed from within the building, roadway, utility and oversize areas. We recommend that all vegetation, topsoil, Fill, buried topsoil, organic soils (swamp deposits) and any soft or otherwise unsuitable soils, if encountered, be removed from below the proposed building, roadway, utility and oversize areas. Table 3 summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. 316 7 Table 3. Anticipated Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* Approximate Groundwater Elevation (feet)* SB-1 930.5 4 ½ (Pond) 926 NE SB-2 931.5 1 930 ½ NE SB-3 931.8 1 ½ 930 ½ NE SB-4 931.8 1 930 NE SB-5 947.3 12 935 ½ NE SB-6 913.0 9 ½ 903 ½ 899 SB-7 929.9 1 929 NE SB-8 928.1 1 ½ (Pond) 926 ½ NE * = Excavation depths and elevations were rounded to nearest ½ foot. Oversizing In areas where the excavations extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material Fill required to attain site grades may consist of any debris-free, non-organic mineral soil. The on-site native clayey glacial till soils appear to be generally suitable for reuse as structural fill or backfill provided they are free of debris, organic soils or otherwise unsuitable materials. Excepts we recommend that fill or backfill placed in wet excavations or within 2 feet of the groundwater table, if encountered, consist of granular soil (sand) with less than 5 percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve. The laboratory moisture contents of the clayey glacial till soils ranged from about 18 ½ to 30 percent indicating they were likely above their estimated optimum soil moisture content based on the standard Proctor test. Clayey soil that will be reused ad fill or backfill will likely require significant moisture conditioning (drying) to meet the recommended compaction levels. Summer months are typically more favorable for drying wet clays. Topsoil, buried topsoil, organic soils (swamp deposit) and soils that are black in color are not suitable for reuse as structural fill or backfill. Backfilling We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. 317 8 In areas where fill depths will exceed 10 feet, if any, we recommend that compaction levels be increased to a minimum of 100 percent of standard Proctor density. Even with the increased compaction levels a construction delay may be required to allow for post settlement of the fill mass. Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable soils to reduce the potential for slip places to develop between the fill and underlying soil. We recommend “benching” or excavating into the slope at 5 feet vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 10 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e. deck or porch footings) should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted clayey engineered fill over native clayey glacial till soils. With the building pads prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively, across a 30-foot span. 4.4 Dewatering Groundwater was encountered in one of the borings (SB-6) at about 14 feet below the ground surface. With the utilities anticipated to bear about 7 to 10 feet below the ground surface we do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. In clayey soils it might be possible to control groundwater with sumps and pumps, if encountered. 4.5 Interior Slabs The anticipated floor subgrade will consist of compacted clayey engineered fill or clayey native glacial till soils. It is our opinion a modulus of subgrade reaction, k, of 50 pounds per square inch per inch of deflection may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes with regards to a radon mitigation plan beneath interior slabs. 318 9 4.6 Below Grade Walls We recommend general waterproofing of the below grade walls. We recommend either placing drainage composite against the backs of the exterior walls or backfilling adjacent to the walls with sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. The sand backfill should be placed within 2 feet horizontally of the wall. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then below grade wall design should be based on at-rest earth pressures. It is our opinion that the estimated soil parameters presented in Table 4 can be used for below grade wall design. These estimated soil parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 4. Estimated Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Sand (SP & SP-SM) 120 32 55 35 390 Other Soils (CL & SC) 135 28 70 50 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.7 Retaining Walls We are not aware of any proposed retaining walls for the project. Retaining wall designers and/or installers should be aware that soil borings for any retaining wall were not completed as part of this evaluation. Because of that, additional geotechnical explorations (soil borings) will be required to determine and evaluate the suitability and/or stability of site soil conditions to support their design(s). Retaining wall designer and/installers will be solely responsible to conduct additional geotechnical evaluation(s) as needed. 319 10 In addition, HGTS does not practice in retaining wall design. Retaining wall designers will be solely responsible for retaining wall design and construction. 4.8 Exterior Slabs Exterior slabs will likely be underlain by clayey soils which are considered moderately to highly frost susceptible. If these soils become saturated and freeze, frost heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost-susceptible soils below the slabs down to bottom of footing grades and replace them with non-frost-susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. If this approach is used and the excavation bottoms terminate in non-free draining granular soil, we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue, we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal:vertical) gradient. An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to twelve inches of granular soil is typically placed over the insulation to protect it during construction. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.9 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed buildings. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to meet City of Chanhassen requirements with respect to groundwater separation distances. In the absence of City requirements, we recommend maintaining at least a 4-foot separation between the lowest floor slab and the observed groundwater levels and at least a 2-foot separation between the lowest floor slab and the 100-year flood level of nearby wetlands, storm water ponds or other surface water features. 320 11 4.10 Utilities We anticipate that new utilities will be installed as part of this project. We further anticipate that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface. At these depths, we anticipate that the pipes will bear on compacted engineered fill or native glacial till soils which in our opinion are generally suitable of pipe support. We recommend removing all vegetation, topsoil, Fill and any soft or otherwise unsuitable soils, if encountered, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas, we recommend a minimum compaction of 90 percent. Groundwater was encountered in one soil boring (SB-6) at about 14 feet below the ground surface and we do not anticipate that groundwater will be encountered during utility construction. In clayey soils it might be possible to control groundwater with sumps and pumps, if encountered. 4.11 Bituminous Pavements General The City of Chanhassen may have standard plates that dictate pavement design and if so, we recommend that the pavements be designed and constructed in accordance with the City of Chanhassen standard plates. The following paragraphs provide general pavement recommendations in the absence of city standard plates. Traffic We were not provided any information regarding traffic volumes, such as Average Annual Daily Traffic (AADT) or vehicle distribution. We anticipate the streets will be used predominantly by automobiles, light trucks, school busses, garbage trucks and delivery vans (FEDEX, UPS etc.). Based on the anticipated number of homes in the development and assumed traffic types we estimate the roadways will be subjected to Equivalent Single Axle Loads (ESAL’s) less than 50,000 over a 20-year design life. This does not account for any future growth. Subgrade Preparation We recommend removing all vegetation, topsoil and any soft or otherwise unsuitable materials from beneath the pavement subgrade. Prior to placing the aggregate base, we recommend compacting and/or test rolling the subgrade soils to identify soft, weak, loose, or unstable areas that may require additional subcuts. Backfill to attain pavement subgrade elevations can consist of any mineral soil provided it is free of organic material or other deleterious materials. We recommend placing and compacting fill and/or backfill as described in Section 4.3 except in paved areas where the upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. 321 12 R-Value R-Value testing was beyond the scope of this project. The soils encountered in the soil borings consisted predominantly of sandy lean clay corresponding to the ASTM Classification of CL. It is our opinion an assumed R-Value of 10 can be used for pavement design. Pavement Section Based on an estimated R-value of 10 and a maximum of 50,000 ESAL’s we recommend pavement section consisting of a minimum of 3 ½ inches of bituminous (1 ½ inches of wear course and 2 inches of base course) underlain by a minimum of 8 inches of aggregate base. If a heavy-duty section is required, we recommend pavement section consisting of a minimum of 4 inches of bituminous (2 inches of wear course and 2 inches of base course) underlain by a minimum of 8 inches of aggregate base. 4.12 Materials and Compaction We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor. We recommend that the bituminous wear and base courses meet the requirements of MN/DOT specification 2360. We recommend the bituminous pavements be compacted to at least 92 percent of the maximum theoretical density. We recommend specifying concrete that has a minimum 28-day compressive strength of 4,500 psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. 4.13 Stormwater Ponds/Infiltration Basins Based on the provided Concept Sketch, the project will include constructing storm water ponds/infiltration basins on the project site. We were not provided any information regarding site grades and or pond bottom elevations. Soil borings SB-1 and SB-8 were completed within or near the proposed pond locations and encountered sandy lean clay meeting the ASTM classification CL. It is our opinion that the infiltration rates presented in Table 5, which were obtained from “Minnesota Storm Water Manual”, can be used for stormwater pond design. Table 5. Infiltration Rates In-situ soils Soil Description Hydrologic Soil Group Design Infiltration Rate (in/hr.) CL Sandy Lean Clay D 0.06 It should be noted that soil infiltration rates can vary due to; soil moisture content, soil compaction, the placement or introduction of fine-grained soils, topsoil or biofiltration media and changes or variations in local groundwater levels. These variations may result in additional construction costs and it is suggested that a contingency be provided for this purpose. 322 13 Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide these services if required or requested. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The soils encountered in the borings consisted predominantly of sandy lean clay with lesser amounts of clayey sand meeting the ASTM Classifications of CL and SC, respectively. Soils meeting the classification of CL will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines, while soils classified as SC will generally be Type C soils under OSHA guidelines. Temporary excavations in Type B soils should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical within excavations. Temporary excavations in Type C soils should be constructed at a minimum of 1 ½ foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions, then temporary shoring may be required. 5.2 Observations A geotechnical engineer or a qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills We recommend moisture conditioning all soils that will be used as fill or backfill in accordance with Section 4.3 above. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the proposed house foundations. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. 323 14 Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual- Manual Procedure).” Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring, the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the boring, the nature of which may not become apparent until additional exploration work is completed, or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review, we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 324 15 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring log. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Brandl Anderson and their design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. 325 APPENDIX 326 Haugo GeoTechnical Services, LLC 2825 Cedar Avenue South Minneapolis, MN 55407 Figure #: 1 Drawn By: AH Date: 3-5-24 Scale: None Project #: 24-0073 SB-1 Soil Boring Location Sketch Residential Development Chanhassen, MN SB-2 Legend Approximate Soil Boring Location SB-8 SB-7 SB-6 Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification. SB-5 SB-4 SB-3 327 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to stiff (Glacial Till) P-200= 53.5% Bottom of borehole at 14.5 feet. AU 17 SS 18 SS 19 SS 20 SS 21 SS 22 SS 23 2-3-3 (6) 2-3-5 (8) 2-3-4 (7) 2-3-5 (8) 3-5-7 (12) 3-6-9 (15) 22 NOTES GROUND ELEVATION 930.5 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 328 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, wet, medium to stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 2-4-6 (10) 2-5-6 (11) 2-5-6 (11) 2-4-5 (9) 3-7-9 (16) 2-4-5 (9) 2-4-4 (8) 20.5 NOTES GROUND ELEVATION 931.5 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 329 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 24 SS 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 2-2-4 (6) 2-3-6 (9) 3-5-6 (11) 2-3-6 (9) 2-5-6 (11) 2-5-7 (12) 2-5-5 (10) 26 NOTES GROUND ELEVATION 931.8 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 330 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to very stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 32 SS 33 SS 34 SS 35 SS 36 SS 37 SS 38 SS 39 1-3-5 (8) 2-3-5 (8) 14-10-16 (26) 4-8-12 (20) 3-7-8 (15) 2-5-7 (12) 2-5-8 (13) 27.5 NOTES GROUND ELEVATION 931.8 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 331 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) Clayey Sand, fine to medium grained, trace Gravel, brown, moist (Fill) Sandy Lean Clay, trace Gravel, grey and brown, wet (Fill) Organic Clay, trace Roots, black, wet (Buried Topsoil) Organic Content= 5% (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 47 SS 48 SS 49 SS 50 SS 51 SS 52 SS 53 SS 54 2-5-5 (10) 2-4-6 (10) 3-4-5 (9) 4-5-6 (11) 3-6-5 (11) 2-4-6 (10) 2-4-5 (9) 19 24 NOTES GROUND ELEVATION 947.3 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 332 Sandy Lean Clay, trace Gravel, trace Roots, black, frozen (Topsoil) Sandy Lean Clay, trace Gravel, brown, wet (Fill) Sandy Lean Clay, trace Gravel, grey and brown, wet (Fill) (OL) Organic Clay, trace Roots, black, wet, soft (Swamp Deposit) Organic Content= 3.5% (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather soft (Glacial Till) Bottom of borehole at 21.0 feet. AU 55 SS 56 SS 57 SS 58 SS 59 SS 60 SS 61 2-4-6 (10) 2-2-4 (6) 1-1-1 (2) 0-2-3 (5) 1-2-3 (5) 2-2-3 (5) 22 28 NOTES GROUND ELEVATION 913 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING 14.00 ft / Elev 899.00 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 333 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff to very stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 9 SS 10 SS 11 SS 12 SS 13 SS 14 SS 15 SS 16 2-4-6 (10) 2-4-6 (10) 3-4-5 (9) 4-5-6 (11) 4-7-10 (17) 11-7-11 (18) 21-10-12 (22) 30 NOTES GROUND ELEVATION 929.9 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-7 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 334 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to hard (Glacial Till) P-200= 54% Bottom of borehole at 21.0 feet. AU 40 SS 41 SS 42 SS 43 SS 44 SS 45 SS 46 0-3-4 (7) 2-6-7 (13) 6-14-18 (32) 4-10-14 (24) 4-8-11 (19) 14-5-10 (15) 18.5 NOTES GROUND ELEVATION 928.1 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-8 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 335 336 337 338 339 February 21, 2024 Matt Olson Brandl Anderson 221 River Ridge Circle S Burnsville, MN 55337 Re:Phase I Environmental Site Assessment for Bluff Creek Drive Development Bluff Creek Drive Chanhassen,Carver County, Minnesota Project No. R0050930.00 Dear Matt Olson, Westwood Professional Services (Westwood) completed a Phase I Environmental Site Assessment (Phase I ESA) in conformance with the scope and limitations of ASTM Practice E1527-21. Any exceptions to or deletions from this practice are described in the report below. The Project Area is located near the town of Chanhassen in Carver County, Minnesota, and totals approximately 17-acres. This assessment has revealed no ASTM Recognized Environmental Conditions (RECs), no Controlled Recognized Environmental Conditions (CRECs) and no Historical Recognized Environmental Conditions (HRECs) in connection with the Subject Property. If you have any questions or wish to discuss any particular aspect of the project, please feel free to call me at 952-697-5707. We look forward to being of continued service to you. Sincerely, Westwood Professional Services Jack Belvedere Environmental Scientist 340 Phase I Environmental Site Assessment BLUFF CREEK DRIVE DEVELOPMENT BLUFF CREEK DRIVE Chanhassen,Minnesota February 21, 2024 PREPARED BY:PREPARED FOR: Brandl Anderson 341 Phase I Environmental SiteAssessment Bluff Creek Drive Development Bluff Creek Drive Chanhassen, Minnesota Prepared for: Brandl Anderson 221 River Ridge Circle S Burnsville,MN 55337 Prepared by: Westwood Professional Services 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 (952) 937-5150 Project Number:R0050930.00 Date:February 21, 2024 ASTM Expiration Date:August 4, 2024 342 Table of Contents 1.0 EXECUTIVE SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.1 Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.2 Scope of Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 2.3 Significant Assumptions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 2.4 User Reliance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 3.0 SUBJECT PROJECT DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.1 Location Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.2 Subject Property and Area Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.3 Hydrogeological and Topographical Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.4 Current Uses of Subject Property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.5 Structures, Roads, and Improvements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.6 Current Uses of Adjoining Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 4.0 INFORMATION PROVIDED BY USER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 5.0 RECORDS REVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 5.1 Sources of Environmental Records . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 5.2 Historical Use Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 5.3 Additional Environmental Records . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 5.4 Previous Environmental Assessments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 6.0 SITE RECONNAISSANCE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 6.1 General Description of Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 6.2 Potable Water Supply . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 6.3 Electrical or Hydraulic Equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 6.4 Pits, Ponds, or Lagoons . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 6.5 Solid Waste and Unidentified Substance Containers . . . . . . . . . . . . . . . . . . . . . . . . 13 7.0 INTERVIEWS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 8.0 LIMITATIONS, DEVIATIONS, AND DATA GAPS . . . . . . . . . . . . . . . . . . . . . . . 15 9.0 FINDINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 10.0 OPINIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 1 343 10.1 Recognized Environmental Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 10.2 Historical Recognized Environmental Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 10.3 Controlled Recognized Environmental Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . 17 10.4 De Minimis Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 10.5 Additional Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 11.0 CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 12.0 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 13.0 QUALIFICATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 2 344 TABLE OF APPENDICES Exhibit 1 Project Location Exhibit 2 Project Area and Subject Property Appendix A: User Questionnaire Appendix B: Regulatory Database Report Appendix C: Historical Resources Appendix D: Site Photographs Appendix E: Supporting Documents Appendix F: Resumes Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 3 345 1.0 EXECUTIVE SUMMARY Westwood Professional Services (Westwood) performed this Phase I Environmental Site Assessment (Phase I ESA) for Brandl Anderson (User) in support of the acquisition of the Bluff Creek Drive Development located along Bluff Creek Drive in Chanhassen, Carver County, Minnesota. The Subject Property does not have an associated Carver County parcel ID number and includes approximately 17-acres (Exhibit 1). This Phase I ESA conforms to the scope and limitations of American Society for Testing and Materials (ASTM) Standard E1527-21, and 40 CFR § 312 Subp. C., All Appropriate Inquiries (AAI) Standards and Practices. This assessment has revealed no ASTM Recognized Environmental Conditions (RECs), no Controlled Recognized Environmental Conditions (CRECs) and no Historical Recognized Environmental Conditions (HRECs) in connection with the Subject Property. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 1 346 2.0 INTRODUCTION Westwood’s scope of work for this Phase I ESA conforms to the American Society for Testing and Materials (ASTM) Practice E1527-21: Standard Practice for Environmental Site Assessments: Phase I ESA Process and the AAI. The purpose of this standard practice is to define good commercial and customary practice for conducting a Phase I ESA of a parcel of real estate with respect to the range of contaminants within the scope of Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA) and petroleum products. As such, this practice is intended to permit a user to satisfy one of the requirements for the innocent landowner, contiguous property owner, or bona fide prospective purchaser limitations on CERCLA liability, i.e. landowner liability protections. The ASTM standard is designed to meet the criteria mandated by CERCLA for AAI into the previous ownership and uses of the property consistent with good commercial or customary practice. In defining a standard of good commercial and customary practice for conducting a Phase I ESA of a parcel of property, the goal of the ASTM practice is to identify RECs. The term RECs means the presence or likely presence of any hazardous substances or petroleum products in, on, or at a property: (1) due to any release to the environment; (2) under conditions indicative of a release to the environment; or (3) under conditions that pose a material threat of a future release to the environment. De minimis conditions are not recognized environmental conditions. The term includes hazardous substances or petroleum products even under conditions in compliance with laws. The term is not intended to include de minimis conditions that generally do not present a material risk of harm to public health or the environment and that generally would not be the subject of an enforcement action if brought to the attention of appropriate government agencies. As defined in ASTM E1527-21, the term CREC means a recognized environmental condition resulting from a past release of hazardous substances or petroleum products that has been addressed to the satisfaction of the applicable regulatory authority, with hazardous substances or petroleum products allowed to remain in place subject to the implementation of required controls. HRECs are those that were or would have been considered to be RECs in the past, but because of additional information or a change in conditions, may no longer be considered a REC. 2.1 Purpose According to the User, the Phase I ESA was conducted in association with the acquisition of the Subject Property. Westwood performed the Phase I ESA in accordance with ASTM Practice E1527-21 to determine if the Subject Property is known to contain an existing release, past release, or a material threat of a release of hazardous substances or petroleum products into structures or into the ground, groundwater, or surface water. The Phase I ESA process does not include sampling, which may verify or evaluate the extent of suspected environmental impacts. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 2 347 2.2 Scope of Services The User authorized Westwood Professional Services, Inc. to conduct a Phase I ESA, which was performed in accordance with Westwood Professional Services proposal, and considered the following: 2.2.1 Records Review Westwood obtained and reviewed available records to identify RECs in connection with the Subject Property. Availability of records information varies from information source to information source, including government jurisdictions. The ASTM standard identifies record information from standard sources and the User. The environmental professional is required to review only record information that is reasonably ascertainable or practically reviewable. Westwood researched the operations of the Subject Property back to 1905. 2.2.2 Site Reconnaissance Westwood performed a site reconnaissance to visually observe RECs in connection with the Subject Property during one or more site visit(s). Westwood observed structures on the Subject Property to the extent that the view of such structures was not obstructed by water bodies, adjacent buildings, or other obstacles.If applicable, limitations are noted within the Phase I ESA report. 2.2.3 Interviews Westwood conducted interviews with site representatives and state and/or local governmental agencies to obtain information in connection with the Subject Property. Refer to Section 7.0 for additional information. 2.2.4 Report Westwood prepared this Phase I ESA report to follow the recommended report format of ASTM Practice E1527-21. This Phase I ESA report includes a scope of services, findings, opinions, and conclusions, which are supported by documentation collected during the assessment. 2.3 Significant Assumptions Landowner contact information, site boundaries and other information pertaining to the Subject Property was provided to Westwood by the User or site representative. Westwood assumes that all information supplied is true and accurate and that the boundaries of the Subject Property are accurate based on information supplied by the User. The identification of geologic or geotechnical hazards is beyond the scope of this project. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 3 348 2.4 User Reliance Westwood’s findings and opinions in this Phase I ESA are exclusively for the use of the User.Westwood will not distribute or publish the Phase I ESA report without the consent of the User, except as required by law or court order. No other party may rely on the Phase I ESA report without Westwood’s written consent. The findings and opinions contained herein are limited to use by the User. Westwood’s services for this project have been performed in a manner consistent with normal standards of the profession. No other warranty or guarantee, expressed or implied, is made. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 4 349 3.0 SUBJECT PROJECT DESCRIPTION 3.1 Location Description The Subject Property is located along Bluff Creek Drive in Chanhassen, Carver County, Minnesota. The Subject Property is located within the northeast quadrant of Section 27, Township 116 North, and Range 23 West and the northwest quadrant of Section 26, Township 116 North, and Range 23 West. Exhibit 2 shows the Subject Property boundaries and features. 3.2 Subject Property and Area Characteristics The Subject Property is vacant prairie land and wooded land.Local access to the Subject Property is provided by the west adjoining Bluff Creek Drive,and regional access is provided by U.S. Highway 212. The Subject Property is located within a residential area of Chanhassen, Minnesota. 3.3 Hydrogeological and Topographical Conditions Based on the University of Minnesota Geological Survey, Geologic Atlas of Carver County, Minnesota, the Subject Property is underlain by loam and clay loam. Depth to bedrock was noted at 201-250 feet below ground surface (bgs). Bedrock geology consists of the Prairie du Chien Group. The Subject Property is located at an approximate elevation of 860-940 feet above mean sea level (amsl) and is sloped downwards to the north and east.Surficial and regional groundwater flow direction near the Subject Property is expected to flow northeast towards Lake Riley. However, the local direction of groundwater flow may be affected by nearby streams, lakes, wells, and/or wetlands and may vary seasonally. Property-specific groundwater flow direction was not determined through direct measurement during this Phase I ESA. Additional field investigation, beyond the Scope of Services of this Phase I ESA, would be required to determine this information. 3.4 Current Uses of Subject Property The Subject Property is currently vacant land. 3.5 Structures, Roads, and Improvements No structures, roads, or improvements are currently located on the Subject Property. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 5 350 3.6 Current Uses of Adjoining Properties Current uses of the adjoining properties consist of residential land to the northwest; wooded land to the north; Highway 212 to the east; Pioneer Trail to the south; and Bluff Creek Drive to the southwest. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 6 351 4.0 INFORMATION PROVIDED BY USER The following information was provided by the User as part of the AAI Standards and Practices. Yes No Unknown Are title records available for review as part of this assessment? Is the User aware of environmental liens,activity, or use limitations encumbering the Subject Property?  Is the User aware of specialized environmental knowledge for the Site? Is the User aware of any reduction in value of the Subject Property due to past or present environmental issues?  Is the User aware of commonly known or reasonably ascertainable information for the Site?  Is the User aware of any obvious indications of the presence or likely presence of releases or threatened releases at the Site?  See Appendix A for a copy of the User Questionnaire. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 7 352 5.0 RECORDS REVIEW 5.1 Sources of Environmental Records ERIS - Environmental Risk Information Services (ERIS) provided regulatory record sources listed in the ASTM Standard. The ERIS report is included in Appendix B. A search of the ASTM minimum search distances was completed by ERIS and applicable records were provided.ERIS also provided Westwood with certain supplemental environmental database records that surpass the ASTM minimum standards. Any facilities identified by Westwood within the immediate vicinity of the Subject Property are discussed in the appropriate database section. The ASTM prescribed search radius for each database searched for records by ERIS, the number of listings located on each database searched, and their appropriate locations with respect to the Subject Property, are summarized below. The listings are located as shown in the ERIS report. Refer to the ERIS report for a detailed description of each database that is searched in their evaluation, and the date of the last revision for each source searched by ERIS. 5.1.1 Subject Property The Subject Property is not listed in the ERIS report on any of the standard environmental record sources as specified in the ASTM Standard or any supplemental ERIS databases. 5.1.2 Adjoining Properties The following adjoining properties are listed in the ERIS report for the standard environmental record sources as specified in the ASTM Standard: •South-adjoining, Pioneer Trail, was listed on the Historical Spills (HIST SPL) database. This listing indicated a spill of an estimated 10 gallons of hydraulic fluid. In May of 2006,an American Engineering and Testing employee's hose broke which led to the recorded spill. The spill was recorded to have occurred on paved ground and the MPCA was not involved due to the small scale of the spill. Based on the historical status and lack of additional spills,Westwood does not consider this listing to pose an environmental concern to the Subject Property. 5.1.3 Surrounding Areas Westwood reviewed the ERIS report for facilities located beyond adjoining properties that may indicate a release or likely release of hazardous substances and/or petroleum products that may impact the Subject Property. Based on factors that include regulatory status, distance from the Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 8 353 Subject Property, and/or location relative to the regional groundwater flow direction, no facilities are identified in the ERIS report that warrant further consideration as potential recognized environmental conditions. 5.1.4 Unplottable Sites The ERIS report identified unplottable sites, which, because of poor or inadequate address information could not be mapped by ERIS. Using online mapping resources, all unplottable sites were identified outside the appropriate minimum search distances for the Subject Property or could not be located based on the information provided. Based on the information provided and/ or distance from the Subject Property, we do not view these listings as a concern. 5.2 Historical Use Information Westwood reviewed the historical records associated with the Subject Property and adjoining properties for the denoted years below. Historical resources for the Subject Property were ordered from Historical Information Gatherers (HIG) and can be found in Appendix C. Historical Resources Reviewed Years Aerial Photos Historical Topo Maps Fire Insurance Maps Local Street Directories Resource not ordered No coverage available  Current  2016-2020  2011-2015  2006-2010  2001-2005  1996-2000  1991-1995  1986-1990  1981-1985  Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 9 354 Years Aerial Photos Historical Topo Maps Fire Insurance Maps Local Street Directories 1976-1980  1971-1975  1966-1970  1961-1965  1956-1960  1951-1955  1946-1950  1941-1945 Prior to 1940  5.2.1 Subject Property Aerial Photographs The historical aerial photographs reviewed by Westwood can be found in Appendix C. In the first available aerial photograph (1937), a farmstead with associated outbuildings appeared in the central portion of the Subject Property. Additionally, a service road appeared to connect the farmstead to the south-adjoining, modern day, Pioneer Trail.The remaining portions of the Subject Property appeared to be used for agricultural purposes, specifically row crop production. The Subject Property appeared to remain in this configuration through 1991. By 1997, the northeast corner appeared to no longer be used for agricultural purposes.The Subject Property appeared to remain in this configuration through 2003. By 2008, the farmstead and outbuildings appeared to have been removed from the Subject Property. In the next available aerial (2013), the access road that connected the farmstead to the south-adjoining road no longer appeared within the Subject Property.The Subject Property remained generally unchanged through the most recent aerial photograph (2021). 5.2.2 Adjoining Properties Aerial Photographs In 1937, each adjoining property appeared to be used for agricultural purposes. Additionally,modern day Pioneer Trail appeared to adjoin the southern property boundary.The adjoining properties appeared to remain in this configuration through 1984. By 1991, a service road, sediment disturbance, and aggregate storage appeared to the northeast. The adjoining properties appeared to remain in this configuration through 2003. By 2008, Highway 212 appeared to adjoin the east property boundary. In the next available aerial (2013), Bluff Creek Drive appeared to extend along the southwestern property boundary. Additionally, a residential Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 10 355 development appeared to the northwest. By 2017, the disturbed sediment to the northeast appeared to be fully revegetated. The adjoining properties appeared to remain in this configuration through 2021. 5.2.3 Fire Insurance Maps According to HIG, no historic map coverage is available for the Subject Property. A copy of the no coverage letter is attached in Appendix C. 5.2.4 Topographic Maps Historical United States Geological Survey (USGS) Topographic mapping was reviewed for the Subject Property and can be found in Appendix C.Maps reviewed included the Shakopee and Minnetonka topographic maps for the years 1905, 1907, 1958, 1972, 1993, 2013, 2016, and 2019. The topographic maps reviewed were generally consistent with the above discussed aerial photographs. 5.2.5 City Directories City directories were reviewed for the Subject Property and the adjoining properties for Pioneer Trail and Bluff Creek Drive for the years 1997, 1982-1983, 1987-1988, 1992-1993, 1997-1998, 2002, 2007, 2013, and 2018. Neither the Subject Property nor the adjoining properties were listed in the historical city directories. 5.3 Additional Environmental Records Additionally, the Minnesota Department of Agriculture (MDA) What’s in My Neighborhood (WIMN) and MPCA WIMN – online databases were researched to identify any potential environmentally sensitive operations located at the Subject Property and within the vicinity of the Subject Property that were not previously identified in Section 5.1. No additional information was identified during the review of these online database sources. A review of the US Fish & Wildlife National Wetland Mapper was conducted for the area of the Subject Property. No mapped wetlands were identified on or adjoining the Subject Property. A copy of the wetlands map can be found in Appendix E. 5.4 Previous Environmental Assessments Westwood was not provided with any previous environmental assessments as part of this Phase I ESA. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 11 356 6.0 SITE RECONNAISSANCE An environmental scientist from Westwood conducted a site reconnaissance of the Subject Property on February 7, 2024, in accordance with the ASTM Standard. The objective of the site reconnaissance was to obtain information indicating the likelihood of identifying RECs in connection with the Subject Property. The following observations were visually observed and recorded. Photographs from the site reconnaissance are included in Appendix D. Westwood reviewed available aerial photography prior to conducting the site reconnaissance to identify areas of special concern. The Subject Property was reviewed and accessed by vehicle and by physically walking the property. Site Reconnaissance Issue Observed On Site Observed on Adjacent Properties Hazardous Substances and Petroleum Products No No Pits, Ponds, or Lagoons Yes No Exterior Observations No No Electrical or Hydraulic Equipment Yes Yes Drums No No Stained Soil or Pavement No No Potable Water Supply No No Aboveground Storage Tanks No No Underground Storage Tanks No No Odors No No Pools of Liquid No No Wells No No Wastewater No No Solid Waste and Unidentified Substances Yes No Possible Fill Material or Buried Solid Waste No No Stressed Vegetation No No Septic Systems No No Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 12 357 6.1 General Description of Structures At the time of the site reconnaissance visit, the Subject Property consisted of a parcel totaling approximately 17 acres. The Subject Property was vacant and covered in prairie grass with wooded portions. The Subject Property topography was hilly with a downward slope to the northeast. 6.2 Potable Water Supply No private wells were reported or observed on the Subject Property; however, due to the suburban nature of the Subject Property, it is assumed that the property is serviced by the municipal water supply. 6.3 Electrical or Hydraulic Equipment Pole-mounted electrical transformers and distribution transmission lines were noted to run through the southern portion of the Subject Property running east to west parallel to Pioneer Trail. The transformers appeared to be in good condition with no indications of leaking or staining. 6.4 Pits, Ponds, or Lagoons A pond was identified in the northeast corner of the Subject Property. There were no signs of dumping or waste disposal at the pond. 6.5 Solid Waste and Unidentified Substance Containers Solid waste was identified throughout the Subject Property, primarily in the northwest and central portions. The waste primarily consisted of plastic, wood, and cement waste. There were no signs of large scale dumping or hazardous materials.Westwood does not consider this to pose an environmental concern to the Subject Property. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 13 358 7.0 INTERVIEWS User Westwood interviewed Matt Olson with Brandl Anderson on February 12, 2024. Mr. Olson indicated that he was unaware of any past or current uses of the property that might be associated with risks of environmental contamination, specific hazardous chemicals or materials that are or were present at the Subject Property, any spills or releases of hazardous substances or petroleum products, any dumped, buried or burned hazardous substances or petroleum products or any environmental concerns associated with the Subject Property. Local Government Officials Westwood contacted Michael Mrotz from the Carver County Environmental Services office, on February 9, 2024 for the purpose of conducting a records search of past or current environmental concerns associated with the Subject Property. Mr. Mrotz indicated that the county was unaware of any past or current uses of the property that might be associated with risks of environmental contamination, specific hazardous chemicals or materials that are or were present at the Subject Property, any spills or releases of hazardous substances or petroleum products, any dumped, buried or burned hazardous substances or petroleum products or any environmental concerns associated with the Subject Property. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 14 359 8.0 LIMITATIONS, DEVIATIONS, AND DATA GAPS Westwood based the findings and conclusions of this Phase I ESA on the procedures described in ASTM Standard E1527-21, information and observations collected during those procedures, and Westwood’s interpretation of that information. The findings of this Phase I ESA are limited to the specific Subject Property described in this report, and by the accuracy and completeness of information provided by others. A Phase I ESA does not entirely eliminate uncertainty regarding the potential for RECs in connection with the Subject Property. Performance of ASTM Standard E1527-21 is intended to reduce, but not eliminate, uncertainty regarding the potential for RECs in connection with the Subject Property within reasonable limits of time and cost. The following data gaps were encountered: •Historical resources were not readily available at five-year intervals for each decade; however, the available resources documented the Subject Property's major developmental milestones. The identified data gaps did not affect the environmental professional's ability to render opinions regarding conditions indicative of a release or threatened release. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 15 360 9.0 FINDINGS Westwood’s findings identify all potential RECs, CRECs and HRECs through information uncovered during site reconnaissance or provided by the User, landowner, government official, ERIS report, or other sources. All findings listed in Section 9.0 that require further discussion are elaborated upon in Section 10.0 to either dismiss the finding or label it as a REC (10.1), CREC (10.2), HREC (10.3), De Minimis Condition (10.4) or an Additional Consideration (10.5). Westwood makes the following findings based on this Phase I ESA: •The Subject Property was used for agricultural purposes from at least 1905. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 16 361 10.0 OPINIONS According to the User, the Phase I ESA was conducted in association with acquisition of the Subject Property. Opinions expressed herein are influenced by the stated reason for conducting the Phase I ESA. Furthermore, the expressed opinions might not be applicable to alternate reasons for reliance on the content of the Phase I ESA. 10.1 Recognized Environmental Conditions The term RECs means the presence or likely presence of any hazardous substances or petroleum products in, on, or at a property: (1) due to any release to the environment; (2) under conditions indicative of a release to the environment; or (3) under conditions that pose a material threat of a future release to the environment. De minimis conditions are not recognized environmental conditions. The term includes hazardous substances or petroleum products even under conditions in compliance with laws.The term is not intended to include de minimis conditions that generally do not present a material risk of harm to public health or the environment and that generally would not be the subject of an enforcement action if brought to the attention of appropriate government agencies. No RECS were identified in preparation of this Phase I ESA. 10.2 Historical Recognized Environmental Conditions HRECs are those that were or would have been considered to be RECs in the past, but because of additional information or a change in conditions, may no longer be considered a REC. No HRECS were identified in preparation of this Phase I ESA. 10.3 Controlled Recognized Environmental Conditions A controlled recognized environmental condition is defined by ASTM Practice E1527-21 as “a recognized environmental condition resulting from a past release of hazardous substances or petroleum products that has been addressed to the satisfaction of the applicable regulatory authority, with hazardous substances or petroleum products allowed to remain in place subject to the implementation of required controls.” No CRECS were identified in preparation of this Phase I ESA. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 17 362 10.4 De Minimis Conditions A de minimis condition is one that generally does not pose a threat to human health or the environment and that would generally not trigger an enforcement action if brought to the attention of an applicable regulatory agency. Conditions determined to be de minimis are not RECs. The following findings are considered de minimis conditions: No de minimis conditions were identified in preparation of this Phase I ESA. 10.5 Additional Considerations An additional consideration is a condition that does not meet the definition of a REC, CREC, or HREC, but, in our opinion, should be brought to the attention of the User. No additional considerations were noted based on the finding of this report. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 18 363 11.0 CONCLUSIONS Westwood performed a Phase I ESA of the Subject Property in conformance with the scope and limitations of ASTM Standard E1527-21. Exceptions to, or deletions from, this practice are described in Section 8.0 of the Phase I ESA. Our assessment did not reveal any RECs, CRECs or HRECs in connection with the Subject Property. No additional investigation is recommended at this time. Westwood’s conclusions are based on the redevelopment of the Subject Property as a residential project. This report documents the condition of the Subject Property at the time of Westwood’s site reconnaissance and documents that Brandl Anderson has completed steps to comply with the AAI procedure. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 19 364 12.0 REFERENCES ASTM International. 2021. ASTM Practice E1527-21. Standard Practice for Environmental Site Assessments: Phase I Environmental Site Assessment Process. Carver County, Minnesota. Environmental Services. Available online, https://www.carvercountymn.gov/Enviro/.Accessed February, 2024. Carver County Property Information. Interactive Mapper. Available online,https://gis.co.carver.mn.us/publicparcel/.Accessed February, 2024. Google. Google Earth. Interactive mapping and aerial photography online application. Available online,https://www.google.com/earth/.Accessed February, 2024. Minnesota Department of Agriculture."What's in My Neighborhood?" Agricultural interactive mapping and database online application. Available online,https://www.pca.state.mn.us/data/ whats-my-neighborhood. Accessed February, 2024. Minnesota Pollution Control Agency. Environmental Data. Accessed February, 2024. United States Environmental Protection Agency. “All Appropriate Inquiries” Final Rule, 40 C.F.R. Part 312 (2014). United States Fish & Wildlife Service, Wetlands Mapper.https://fwsprimary.wim.usgs.gov/ wetlands/apps/wetlands-mapper/. Accessed February, 2024. University of Minnesota Geological Survey, Geologic Atlas of Carver County, Minnesota. USGS. TopoView. Accessed February, 2024. Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 20 365 13.0 QUALIFICATIONS Environmental Professional Statement: I declare that, to the best of my professional knowledge and belief, I meet the deﬁnition of environmental professional as deﬁned in §312.10 of 40 CFR § 312. I have the speciﬁc qualiﬁcations based on education, training, and experience to assess a property of the nature, history, and setting of the Project Area. I have developed and performed the all appropriate inquiries in conformance with the standards and practices set forth in 40 CFR Part 312. Name Degrees Years'Experience Role on Project Krystal Fischer BS, Environmental Science 1 Report Preparation Site Reconnaissance Jack Belvedere BS,Environmental Science 5 Peer Review Quality Assurance Environmental Professional Prepared and Reviewed by: Krystal Fischer Jack Belvedere Environmental Scientist Environmental Scientist Krystal.Fischer@westwoodps.com Jack.Belvedere@westwoodps.com Bluff Creek Drive Development – Phase I Environmental Site Assessment February 21, 2024 21 366 Exhibit 1 Project Location 367 368 Exhibit 2 Project Area and Subject Property 369 370 Appendix A: User Questionnaire 371 372 373 Appendix B: Regulatory Database Report 374 Project Property:Bluff Creek Drive Development Bluff Creek Drive Chanhassen MN Project No:2080143 Report Type:Database Report Order No: 24020200719 Requested by:Historical Information Gatherers Date Completed: February 6, 2024 375 2 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 h-Table of Contents Notice:IMPORTANT LIMITATIONS and YOUR LIABILITY Reliance on information in Report:This report DOES NOT replace a full Phase I Environmental Site Assessment but is solely intended to be used as database review of environmental records. 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Table of Contents Table of Contents...........................................................................................2 Executive Summary........................................................................................3 Executive Summary: Report Summary.......................................................................................................................4 Executive Summary: Site Report Summary - Project Property...................................................................................8 Executive Summary: Site Report Summary - Surrounding Properties........................................................................9 Executive Summary: Summary by Data Source.......................................................................................................10 Map...............................................................................................................12 Aerial.............................................................................................................15 Topographic Map..........................................................................................16 Detail Report.................................................................................................17 Unplottable Summary...................................................................................35 Unplottable Report........................................................................................37 Appendix: Database Descriptions.................................................................47 Definitions.....................................................................................................62 376 3 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 h-Executive Summary Property Information: Project Property:Bluff Creek Drive Development Bluff Creek Drive Chanhassen MN Project No:2080143 Coordinates: Latitude:44.82849111 Longitude:-93.56182991 UTM Northing:4,964,051.74 UTM Easting:455,587.30 UTM Zone:15T Elevation:929 FT Order Information: Order No:24020200719 Date Requested:February 2, 2024 Requested by:Historical Information Gatherers Report Type:Database Report Historicals/Products: Executive Summary 377 4 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 h-Executive Summary: Report Summary Database Searched Search Radius Project Property Within 0.12mi 0.125mi to 0.25mi 0.25mi to 0.50mi 0.50mi to 1.00mi Total Standard Environmental Records Federal rr-NPL-aa Y 1 0 0 0 0 0 0 rr-PROPOSED NPL-aa Y 1 0 0 0 0 0 0 rr-DELETED NPL-aa Y 0.5 0 0 0 0 - 0 rr-SEMS-aa Y 0.5 0 0 0 0 - 0 rr-ODI-aa Y 0.5 0 0 0 0 - 0 rr-SEMS ARCHIVE-aa Y 0.5 0 0 0 0 - 0 rr-CERCLIS-aa Y 0.5 0 0 0 0 - 0 rr-IODI-aa Y 0.5 0 0 0 0 - 0 rr-CERCLIS NFRAP-aa Y 0.5 0 0 0 0 - 0 rr-CERCLIS LIENS-aa Y PO 0 ---- 0 rr-RCRA CORRACTS-aa Y 1 0 0 0 0 0 0 rr-RCRA TSD-aa Y 0.5 0 0 0 0 - 0 rr-RCRA LQG-aa Y 0.25 0 0 0 -- 0 rr-RCRA SQG-aa Y 0.25 0 0 0 -- 0 rr-RCRA VSQG-aa Y 0.25 0 0 0 -- 0 rr-RCRA NON GEN-aa Y 0.25 0 0 0 -- 0 rr-RCRA CONTROLS-aa Y 0.5 0 0 0 0 - 0 rr-FED ENG-aa Y 0.5 0 0 0 0 - 0 rr-FED INST-aa Y 0.5 0 0 0 0 - 0 rr-LUCIS-aa Y 0.5 0 0 0 0 - 0 rr-NPL IC-aa Y 0.5 0 0 0 0 - 0 rr-ERNS 1982 TO 1986-aa Y PO 0 ---- 0 rr-ERNS 1987 TO 1989-aa Y PO 0 ---- 0 rr-ERNS-aa Y PO 0 ---- 0 rr-FED BROWNFIELDS-aa Y 0.5 0 0 0 0 - 0 rr-FEMA UST-aa Y 0.25 0 0 0 -- 0 rr-FRP-aa Y 0.25 0 0 0 -- 0 NPL PROPOSED NPL DELETED NPL SEMS ODI SEMS ARCHIVE CERCLIS IODI CERCLIS NFRAP CERCLIS LIENS RCRA CORRACTS RCRA TSD RCRA LQG RCRA SQG RCRA VSQG RCRA NON GEN RCRA CONTROLS FED ENG FED INST LUCIS NPL IC ERNS 1982 TO 1986 ERNS 1987 TO 1989 ERNS FED BROWNFIELDS FEMA UST FRP Executive Summary: Report Summary 378 5 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Database Searched Search Radius Project Property Within 0.12mi 0.125mi to 0.25mi 0.25mi to 0.50mi 0.50mi to 1.00mi Total rr-DELISTED FRP-aa Y 0.25 0 0 0 -- 0 rr-HIST GAS STATIONS-aa Y 0.25 0 0 0 -- 0 rr-REFN-aa Y 0.25 0 0 0 -- 0 rr-BULK TERMINAL-aa Y 0.25 0 0 0 -- 0 rr-SEMS LIEN-aa Y PO 0 ---- 0 rr-SUPERFUND ROD-aa Y 1 0 0 0 0 0 0 rr-DOE FUSRAP-aa Y 1 0 0 0 0 0 0 State rr-PLP-aa Y 1 0 0 0 0 0 0 rr-DEL PLP-aa Y 1 0 0 0 0 0 0 rr-SHWS-aa Y 0.5 0 0 0 0 - 0 rr-SITE ASSESSMENT-aa Y 0.25 0 0 0 -- 0 rr-SWF/LF-aa Y 0.5 0 0 0 0 - 0 rr-LCP-aa Y 0.5 0 0 0 0 - 0 rr-UNPERMITTED LF-aa Y 0.5 0 0 0 0 - 0 rr-RECYCLING-aa Y 0.5 0 0 0 0 - 0 rr-HIST LUST-aa Y 0.5 0 0 0 0 - 0 rr-DEL LUST-aa Y 0.5 0 0 0 0 - 0 rr-HIST LAST-aa Y 0.5 0 0 0 0 - 0 rr-HIST LEAKSITES-aa Y 0.5 0 0 0 0 - 0 rr-LST REM SITE-aa Y 0.5 0 0 0 0 - 0 rr-LST INCIDENT-aa Y 0.5 0 0 0 0 - 0 rr-DELISTED LST-aa Y 0.5 0 0 0 0 - 0 rr-UST-aa Y 0.25 0 0 0 -- 0 rr-AST-aa Y 0.25 0 0 0 -- 0 rr-HIST TANK-aa Y 0.25 0 0 0 -- 0 rr-DELISTED TANK-aa Y 0.5 0 0 0 0 - 0 rr-INST-aa Y 0.5 0 0 0 0 - 0 rr-AG CONTINGENCY-aa Y 0.125 0 0 --- 0 rr-BROWNFIELDS-aa Y 0.5 0 0 0 0 - 0 rr-VIC-aa Y 0.5 0 0 0 0 - 0 rr-POTENTIAL VIC-aa Y 0.5 0 0 0 0 - 0 rr-MPCA AI-aa Y 0.5 0 0 4 5 - 9 Tribal DELISTED FRP HIST GAS STATIONS REFN BULK TERMINAL SEMS LIEN SUPERFUND ROD DOE FUSRAP PLP DEL PLP SHWS SITE ASSESSMENT SWF/LF LCP UNPERMITTED LF RECYCLING HIST LUST DEL LUST HIST LAST HIST LEAKSITES LST REM SITE LST INCIDENT DELISTED LST UST AST HIST TANK DELISTED TANK INST AG CONTINGENCY BROWNFIELDS VIC POTENTIAL VIC MPCA AI 379 6 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Database Searched Search Radius Project Property Within 0.12mi 0.125mi to 0.25mi 0.25mi to 0.50mi 0.50mi to 1.00mi Total rr-INDIAN LUST-aa Y 0.5 0 0 0 0 - 0 rr-INDIAN UST-aa Y 0.25 0 0 0 -- 0 rr-DELISTED INDIAN LST-aa Y 0.5 0 0 0 0 - 0 rr-DELISTED INDIAN UST-aa Y 0.25 0 0 0 -- 0 County No County standard environmental record sources available for this State. Additional Environmental Records Federal rr-PFAS GHG-aa Y 0.5 0 0 0 0 - 0 rr-FINDS/FRS-aa Y PO 0 ---- 0 rr-TRIS-aa Y PO 0 ---- 0 rr-PFAS NPL-aa Y 0.5 0 0 0 0 - 0 rr-PFAS FED SITES-aa Y 0.5 0 0 0 0 - 0 rr-PFAS SSEHRI-aa Y 0.5 0 0 0 0 - 0 rr-ERNS PFAS-aa Y 0.5 0 0 0 0 - 0 rr-PFAS NPDES-aa Y 0.5 0 0 0 0 - 0 rr-PFAS TRI-aa Y 0.5 0 0 0 0 - 0 rr-PFAS WATER-aa Y 0.5 0 0 0 0 - 0 rr-PFAS TSCA-aa Y 0.5 0 0 0 0 - 0 rr-PFAS E-MANIFEST-aa Y 0.5 0 0 0 0 - 0 rr-PFAS IND-aa Y 0.5 0 0 0 0 - 0 rr-HMIRS-aa Y 0.125 0 0 --- 0 rr-NCDL-aa Y 0.125 0 0 --- 0 rr-TSCA-aa Y 0.125 0 0 --- 0 rr-HIST TSCA-aa Y 0.125 0 0 --- 0 rr-FTTS ADMIN-aa Y PO 0 ---- 0 rr-FTTS INSP-aa Y PO 0 ---- 0 rr-PRP-aa Y PO 0 ---- 0 rr-SCRD DRYCLEANER-aa Y 0.5 0 0 0 0 - 0 rr-ICIS-aa Y PO 0 ---- 0 rr-FED DRYCLEANERS-aa Y 0.25 0 0 0 -- 0 rr-DELISTED FED DRY-aa Y 0.25 0 0 0 -- 0 rr-FUDS-aa Y 1 0 0 0 0 0 0 rr-FUDS MRS-aa Y 1 0 0 0 0 0 0 rr-FORMER NIKE-aa Y 1 0 0 0 0 0 0 rr-PIPELINE INCIDENT-aa Y PO 0 ---- 0 INDIAN LUST INDIAN UST DELISTED INDIAN LST DELISTED INDIAN UST PFAS GHG FINDS/FRS TRIS PFAS NPL PFAS FED SITES PFAS SSEHRI ERNS PFAS PFAS NPDES PFAS TRI PFAS WATER PFAS TSCA PFAS E-MANIFEST PFAS IND HMIRS NCDL TSCA HIST TSCA FTTS ADMIN FTTS INSP PRP SCRD DRYCLEANER ICIS FED DRYCLEANERS DELISTED FED DRY FUDS FUDS MRS FORMER NIKE PIPELINE INCIDENT 380 7 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Database Searched Search Radius Project Property Within 0.12mi 0.125mi to 0.25mi 0.25mi to 0.50mi 0.50mi to 1.00mi Total rr-MLTS-aa Y PO 0 ---- 0 rr-HIST MLTS-aa Y PO 0 ---- 0 rr-MINES-aa Y 0.25 0 0 0 -- 0 rr-SMCRA-aa Y 1 0 0 0 0 0 0 rr-MRDS-aa Y 1 0 0 0 0 0 0 rr-LM SITES-aa Y 1 0 0 0 0 0 0 rr-ALT FUELS-aa Y 0.25 0 0 0 -- 0 rr-CONSENT DECREES-aa Y 0.25 0 0 0 -- 0 rr-AFS-aa Y PO 0 ---- 0 rr-SSTS-aa Y 0.25 0 0 0 -- 0 rr-PCBT-aa Y 0.5 0 0 0 0 - 0 rr-PCB-aa Y 0.5 0 0 0 0 - 0 State rr-SPILLS-aa Y 0.125 0 0 --- 0 rr-AG SPILLS-aa Y 0.125 0 1 --- 1 rr-HIST SPL-aa Y 0.125 0 1 --- 1 rr-DRYCLEANERS-aa Y 0.25 0 0 0 -- 0 rr-DELISTED DRYCLEANERS-aa Y 0.25 0 0 0 -- 0 rr-PFAS GW-aa Y 0.5 0 0 0 0 - 0 rr-PFAS LANDFILL-aa Y 0.5 0 0 0 0 - 0 rr-CDL-aa Y PO 0 ---- 0 rr-FEEDLOTS-aa Y 0.5 0 0 0 0 - 0 rr-TIER 2-aa Y 0.125 0 0 --- 0 rr-BULK STORAGE-aa Y 0.25 0 0 0 -- 0 Tribal No Tribal additional environmental record sources available for this State. County No County additional environmental record sources available for this State. Total:0 2 4 5 0 11 * PO – Property Only * 'Property and adjoining properties' database search radii are set at 0.25 miles. MLTS HIST MLTS MINES SMCRA MRDS LM SITES ALT FUELS CONSENT DECREES AFS SSTS PCBT PCB SPILLS AG SPILLS HIST SPL DRYCLEANERS DELISTED DRYCLEANERS PFAS GW PFAS LANDFILL CDL FEEDLOTS TIER 2 BULK STORAGE 381 8 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 h-Executive Summary: Site Report Summary - Project Property Map Key DB Company/Site Name Address Direction Distance (mi/ft) Elev Diff (ft) Page Number No records found in the selected databases for the project property. Executive Summary: Site Report Summary - Project Property 382 9 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 h-Executive Summary: Site Report Summary - Surrounding Properties Map Key DB Company/Site Name Address Direction Distance (mi/ft) Elev Diff (ft) Page Number m1d dd-HIST SPL-819456973-aa American Engineering and Testing hydraulic break 1500 Pioneer Trail Chanhassen MN ESE 0.01 / 27.34 -11 p1p-17-819456973-x1x Program Int ID: 364036 m2d dd-AG SPILLS-819157674-aa ROVE PEST CONTROL MN ENE 0.06 / 301.41 -71 p1p-18-819157674-x1x Inv ID | Inv Status Type: PLK101033174 | Closed m3d dd-MPCA AI-825299065-aa Bluff Creek Senior Cottages Address Unknown Chanhassen MN 55318 WSW 0.13 / 676.78 -13 p1p-18-825299065-x1x m4d dd-MPCA AI-825235999-aa Camden Ridge Address Unknown Chanhassen MN 55317 NNE 0.16 / 856.79 -55 p1p-20-825235999-x1x m5d dd-MPCA AI-825241491-aa Pioneer Pass 1st Addition Address Unknown Chanhassen MN 55317 WNW 0.16 / 861.54 32 p1p-21-825241491-x1x m5d dd-MPCA AI-825244057-aa Pioneer Pass 2nd Addition Address Unknown Chanhassen MN 55317 WNW 0.16 / 861.54 32 p1p-23-825244057-x1x m6d dd-MPCA AI-825280625-aa Chaska Dental Center 2634 Shadow Ln Ste 101 Chaska MN 55318 WSW 0.37 / 1,932.39 22 p1p-25-825280625-x1x m7d dd-MPCA AI-878847152-aa Bluff Creek Restoration Project is restoration and repairs of Bluff Creek stream banks in Chanhassen east of Highway 15 between Bluff Creek Drive and Shadow Lane. Chanhassen MN 55317 W 0.40 / 2,089.39 11 p1p-27-878847152-x1x m8d dd-MPCA AI-825202697-aa Klingelhutz Field 1560 Bluff Creek Dr Chaska MN 55318 S 0.44 / 2,335.79 -7 p1p-28-825202697-x1x m9d dd-MPCA AI-825315702-aa Autumn Woods South NW Quad of Pioneer Trl & Chaska MN 55318 WSW 0.48 / 2,518.81 14 p1p-30-825315702-x1x m10d dd-MPCA AI-898205869-aa Reserve at Autumn Woods 9430 Audubon Rd Chaska MN 55318 WNW 0.48 / 2,539.67 19 p1p-32-898205869-x1x 17 18 18 20 21 23 25 27 28 30 32 1 2 3 4 5 5 6 7 8 9 10 HIST SPL AG SPILLS MPCA AI MPCA AI MPCA AI MPCA AI MPCA AI MPCA AI MPCA AI MPCA AI MPCA AI Executive Summary: Site Report Summary - Surrounding Properties 383 10 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 h-Executive Summary: Summary by Data Source Standard State MPCA AI - MPCA Agency Interests A search of the MPCA AI database, dated Oct 13, 2023 has found that there are 9 MPCA AI site(s) within approximately 0.50miles of the project property. Equal/Higher Elevation Address Direction Distance (mi/ft)Map Key Pioneer Pass 2nd Addition Address Unknown Chanhassen MN 55317 WNW 0.16 / 861.54 m-5-825244057-a Pioneer Pass 1st Addition Address Unknown Chanhassen MN 55317 WNW 0.16 / 861.54 m-5-825241491-a Chaska Dental Center 2634 Shadow Ln Ste 101 Chaska MN 55318 WSW 0.37 / 1,932.39 m-6-825280625-a Bluff Creek Restoration Project is restoration and repairs of Bluff Creek stream banks in Chanhassen east of Highway 15 between Bluff Creek Drive and Shadow Lane. Chanhassen MN 55317 W 0.40 / 2,089.39 m-7-878847152-a Autumn Woods South NW Quad of Pioneer Trl & Chaska MN 55318 WSW 0.48 / 2,518.81 m-9-825315702-a Reserve at Autumn Woods 9430 Audubon Rd Chaska MN 55318 WNW 0.48 / 2,539.67 m-10-898205869-a Lower Elevation Address Direction Distance (mi/ft)Map Key Bluff Creek Senior Cottages Address Unknown Chanhassen MN 55318 WSW 0.13 / 676.78 m-3-825299065-a Camden Ridge Address Unknown Chanhassen MN 55317 NNE 0.16 / 856.79 m-4-825235999-a Klingelhutz Field 1560 Bluff Creek Dr Chaska MN 55318 S 0.44 / 2,335.79 m-8-825202697-a 5 5 6 7 9 10 3 4 8 Executive Summary: Summary by Data Source 384 11 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Lower Elevation Address Direction Distance (mi/ft)Map Key Non Standard State AG SPILLS - Department of Agriculture Spills A search of the AG SPILLS database, dated Dec 12, 2023 has found that there are 1 AG SPILLS site(s) within approximately 0.12miles of the project property. Lower Elevation Address Direction Distance (mi/ft)Map Key ROVE PEST CONTROL MN ENE 0.06 / 301.41 m-2-819157674-a Inv ID | Inv Status Type: PLK101033174 | Closed HIST SPL - Historic spills reported to the Pollution Control Agency A search of the HIST SPL database, dated Nov 1, 2016 has found that there are 1 HIST SPL site(s) within approximately 0.12miles of the project property. Lower Elevation Address Direction Distance (mi/ft)Map Key American Engineering and Testing hydraulic break 1500 Pioneer Trail Chanhassen MN ESE 0.01 / 27.34 m-1-819456973-a Program Int ID: 364036 2 1 385 #*#*#*#* #* #* #* #*#*#*m4 c m3 c m9 c m6 c m7 c m1 c m2 c m8 c m1 0c m5 c(2)ChanhassenChanhassenChaskaChaskaU S -2 1 2 E U S -2 1 2 W US-212 EUS-212 WPowersBlvdPionee r Tr l C R -1 0 1 Lym an Blvd Gre a t P lai nsBl vdCR-101 EAudubon RdCR-101 NCR-101 SAudubonRdLyman Bl v d CR-101Lym an Blvd PioneerTrlP i o n e e r Tr l Lym an Blvd P i o n e erTrlL y ma n B l v d Lym an Blvd PowersBlvdGG61 GG61GG61 GG61 GG61 UV101 UV101 UV101 UV101 UV101 UV101 UV101AudubonRd WF armRd LakeS u s a n D r FallsCurvW ildwood W a y W 9 6 t h S t CreekwoodSt Bl uff Pa s s S W i ldflowerLn He idiLnTrumble St RiverRockDrNRiverRockDrS AcornRdHemlock W ay I ro n w oodBlvdBluffCreekBlvdB lu ff Pa s s N A u g u s tD rHowardLn MabelCt J u l i a n D r Hesse F a r m RdAutumnWoodsDr BluffCre e k D r LakeHaz eltineD r£¤212 £¤212 £¤212 L a k e H a z e l t i n e B lu ff C re e k G ol f C o u rs e 93°32'30"W93°33'W93°33'30"W93°34'W93°34'30"W93°35'W 44°50'30"N44°50'30"N44°50'N44°50'N44°49'30"N44°49'30"N44°49'N44°49'N0.35 0 0.350.175 Miles Order Number: 24020200719Map: 1.0 Mile Radius 1:21750 Ad dress: Bluff Creek Drive, Chanhassen, MN Source: © 2021 E SRI StreetMap Premium © ERIS Information Inc. Project PropertyBuffer Outline #*Sites with H igher Elevation ")Sites with Same Elevation #*Sites with Lower Elevation (Sites with U nknown Elevation Areas with Higher Elevation Areas with Same Elevation Areas with Lower Elevation Areas with Unknown Elevation National Wetland Indian Reserve Land 100 Year Flood Zone 500 Year Flood Zone Freeways; Highw ays Traffic Circle; Ramp Major & Minor Arterial Traffic Circle; Ramp Local Road Rail Country State FWS Special Designation Areas National Priorities List (Active, D elisted, Proposed, Institutional C ontrol) 4 3 9 6 7 1 2 8 10 5 (2) 386 #*#*#*#* #* #* #* #*#*#*m4 c m3 c m9 c m6 c m7 c m1 c m2c m8 c m1 0c m5 c(2)ChanhassenChanhassenChaskaChaskaPowers BlvdU S -2 1 2 E U S -2 1 2 W Pi o ne e r Tr l Audubon RdPioneerTrlPowers BlvdPioneerTrl Pioneer TrlUS-212 EUS-212 WP i o n eerTrlAudubonRdGG17 GG14 GG15 GG15 GG15 GG17 GG14 BluffCreekDr Wildf l o w er Ln Hesse Fa r m R d WFarm R dRiverRockDrNRiverR o c k D r S W ildwoodWay H eidiLnHemlock W a yMillsDr S i m o n s D rIronwoodBlvd B luffC reekB lv d Degler Cir Homestead Ln LakeviewDr M a y a p pleP assSchuller CtRachel CtC o m m o n wealthBlvd Ellendale LnC o l o n i a l L n Freedom Ln Jeurissen LnBluffCreekBlv d £¤212 £¤212 £¤212 £¤212 CR-17 SCR-17NCR -14CR-15Bl u ff C r e e k G o l f C o u r s e 93°33'W93°33'30"W93°34'W93°34'30"W 44°50'N44°50'N44°49'30"N44°49'30"N0.2 0 0.20.1 Miles Order Number: 24020200719Map: 0.5 Mile Radius 1:12750 Ad dress: Bluff Creek Drive, Chanhassen, MN Source: © 2021 E SRI StreetMap Premium © ERIS Information Inc. Project PropertyBuffer Outline #*Sites with H igher Elevation ")Sites with Same Elevation #*Sites with Lower Elevation (Sites with U nknown Elevation Areas with Higher Elevation Areas with Same Elevation Areas with Lower Elevation Areas with Unknown Elevation National Wetland Indian Reserve Land 100 Year Flood Zone 500 Year Flood Zone Freeways; Highw ays Traffic Circle; Ramp Major & Minor Arterial Traffic Circle; Ramp Local Road Rail Country State FWS Special Designation Areas National Priorities List (Active, D elisted, Proposed, Institutional C ontrol) 4 3 9 6 7 1 2 8 10 5 (2) 387 #*#*#*#* #*#*#*m4 c m3 c m6 c m1 c m2cm5c(2) ChanhassenChanhassen ChaskaChaskaPowers BlvdU S -212EUS-2 12W Pioneer TrlPioneer TrlUS-212 EPowersBlvdUS-212 WPioneer TrlP ion eerTrlGG17 GG14 GG14 GG17 GG14GG14 Bluff Creek DrRiverRo c k D r S H e m lo ckWay BluffCreek BlvdShadow LnM a y a p plePass Henry CtC a mdenRidge Dr ShadowWoodCt C o lu m b i a Ln M a r i g o ld CtCo mmonwealthBlvd C o l o n i a l L n Freedom Ln Jeurissen LnJefferson DrP l y m o u t h L nBluffCreekBlvd B lu ffC re e kB lvd£¤212 £¤212 £¤212 £¤212 C R -1 4 CR-17 SCR-17 NCR-14CR-14CR-14 Bl u ff C r e e k G o l f C o u r s e 93°33'30"W93°34'W 44°50'N44°50'N44°49'30"N44°49'30"N0.1 0 0.10.05 Miles Order Number: 24020200719Map: 0.25 Mile Radius 1:8250 Ad dress: Bluff Creek Drive, Chanhassen, MN Source: © 2021 E SRI StreetMap Premium © ERIS Information Inc. Project PropertyBuffer Outline #*Sites with H igher Elevation ")Sites with Same Elevation #*Sites with Lower Elevation (Sites with U nknown Elevation Areas with Higher Elevation Areas with Same Elevation Areas with Lower Elevation Areas with Unknown Elevation National Wetland Indian Reserve Land 100 Year Flood Zone 500 Year Flood Zone Freeways; Highw ays Traffic Circle; Ramp Major & Minor Arterial Traffic Circle; Ramp Local Road Rail Country State FWS Special Designation Areas National Priorities List (Active, D elisted, Proposed, Institutional C ontrol) 4 3 6 1 25(2) 388 Source: Esri, Maxar, Earthstar Geographics, and the GIS User Community 93°33'W93°33'30"W93°34'W 44°50'N44°50'N44°49'30"N44°49'30"N0.1 0 0.10.05 Miles Order Number: 24020200719Aerial 1:10000 Address: Bluff Creek Drive, Chanhassen, MN © ERIS Info rmation Inc. Source: ESRI World Imager y Year: 2023 389 93°32'W93°32'30"W93°33'W93°33'30"W93°34'W93°34'30"W93°35'W93°35'30"W 44°51'N44°51'N44°50'30"N44°50'30"N44°50'N44°50'N44°49'30"N44°49'30"N44°49'N44°49'N44°48'30"N44°48'30"N0.35 0 0.350.175 Miles Order Number: 24020200719Topographic Map 1:24000 Address: Bluff Creek Drive, MN © ERIS Info rmation Inc. Source: USGS Topographic Map Quad rangle(s): Shakopee MN Year: 2019 390 17 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 h-Detail Report Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB m-1-819456973-b 1 of1 ESE 0.01 / 27.34 917.86 / -11 American Engineering and Testing hydraulic break 1500 Pioneer Trail Chanhassen MN dd-HIST SPL-819456973-bb p1p-819456973-y1y Program Int ID:364036 Tmsp Added:05/08/2006 15:35:22 Site ID:0 TMSP Update:05/08/2006 15:35:22 Interest Type:Spill Site Prgm Int Source:TALES Preferred ID:66895 Address Source:TALES Active?:Interest Phone: Interest Start:05/08/2006 15:35:22 Township: Interest End:County:Carver Comments:When unloading equipment a hose broke, spilling hydraulic fluid. The product was cleaned up. Spill Site Spill Site Closure Date:05/08/2006 00:00:00 Spill Date:04/10/2006 00:00:00 Spill Reported Date:04/11/2006 06:16:47 Priority Code: MPCA Involvement:None Initial Cause: Initial Source:Hose Or Pipe, Not Tank Related Public Safety Spill ID:18121 Duty Officer Report Number:81244 Spill Reported by:Tony Luft Report Taken By Initials:3364 Rpt Taken by Duty Officer Flag: MPCA Project Manager:3368 Tmsp Added:05/08/2006 15:35:22 Tmsp Last Updt:04/11/2007 08:23:10 Staff ID Last Updt:RSUCHAN Rep Name:Tony Luft Rep Phone:9523685664 Archive Lot: Archive Box: Response Desc: Spill Released Product Spill Product:Hydraulic Fluid Spill Released Quantity:10 Spill Qty Units:Gallons Spill Incident Accuracy:Estimated Date Added:05/08/2006 15:35:22 Last Update:05/08/2006 15:35:22 Staff ID Last Update:BBROWN Spill Incident Affected Spill Incident Affect:Paved, Not Street Date Added:05/08/2006 15:35:22 Last Update:05/08/2006 15:35:22 Staff ID Last Update:BBROWN 1 HIST SPL Detail Report 391 18 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB m-2-819157674-b 1 of1 ENE 0.06 / 301.41 857.45 / -71 ROVE PEST CONTROL MN dd-AG SPILLS-819157674-bb p1p-819157674-y1y Inv ID:PLK101033174 Township Name: Inv Status Type:Closed Township: Inv Typ:Emergency Point X:-93.5570354170135 Inv Loc ID:181101001285 Point Y:44.8305244468198 Old Loc ID:Coord Type Desc:Photo Digitization Whole Site:Shape Length: Contaminant Desc:Unknown Shape Area: CO Desc:Carver Inv Loc ID (Info):181101001285 Corrective Action:Unknown Old Loc ID (Info): Remedi Method:Unknown Inc Site (Info):ROVE PEST CONTROL Excava Depth(ft):0.0 Inv Typ Desc(Info):Emergency Excavation Volume:0.0 Inv Stat Des(Info):Closed CRTN Mthd:Contam Desc (Info):Unknown MERLA:No MERLA (Info):No Contingncy:No Contingncy (Info):No Date Closed:8/10/2010 Date Closed (Info):8/10/2010 Contact Name:MDA Data Practices Records Mng Contact Name(Info):MDA Data Practices Records Mng Contact Ph:(651) 201-6698 Contac Phone(Info):(651) 201-6698 GIS Data Desc:Edit by (Info):586 Range:Edit Dt (Info):8/10/2010 Section:County Desc (Info):Carver Sub Section:GIS Desc (Info):Point Loc Desc (Info):Chanhassen Location Desc:Chanhassen SDE Length: Global ID (Info):{C89E5924-B0FF-49E3-A70B-552FBDAE4F4D} Source Type:Small Spills & Investigations; Agricultural Chemical Incidents from Argriculture Department m-3-825299065-b 1 of1 WSW 0.13 / 676.78 915.64 / -13 Bluff Creek Senior Cottages Address Unknown Chanhassen MN 55318 dd-MPCA AI-825299065-bb p1p-825299065-y1y Agency Interest ID:141392 Latitude (Site):44.826476 County Code (Map):019 Longitude (Site):-93.567488 County (Map):Carver Point Y(Site):44.8264760003603 Latitude (Map):44.826476 Point X(Site):-93.567488000086 Longitude (Map):-93.567488 County Code (Req):19 Point Y(Map):44.8264760003603 County (Req):Carver Point X(Map):-93.567488000086 Latitude (Req):44.826476 County (Site):Carver Longitude (Req):-93.567488 Name (Map):Bluff Creek Senior Cottages Address (Map):Address Unknown City (Map):Chanhassen State (Map):MN ZIP (Map):55318 Loc Desc (Map): Name (Site):Bluff Creek Senior Cottages Address (Site):Address Unknown City (Site):Chanhassen State (Site):MN ZIP (Site):55318 Name (Req):Bluff Creek Senior Cottages Address (Req):Address Unknown City (Req):Chanhassen State (Req):MN ZIP (Req):55318 Loc Desc (Req): Data Source:MPCA Agency Interests: Map; MPCA Agency Interests: File Request; My Neighborhood Sites Agency Interests: Map Details Item ID:141392-AISI0000141392 Int Doc ID:0 Status:Active SI Type:CON 2 3 AG SPILLS MPCA AI 392 19 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB Status Date:SI Cat:AISI Program:Const Stormwater SI ID:141392 CTU Code:239379 SI Cat Desc:Agency Interest CTU Name:Chanhassen SI Type Desc:Conventional Site PLS Twsp:Description: Range :SI Designation: Range Dir:Cong Dist:6 Section:House Dist:48B Quarters:Senate Dist:48 Collection Date:27-Sep-2015 TRDSQQ: Tmsp Created:09-Oct-2013 Ref Code:GEN User Created:DELTA_M_R1 Ref Desc:General Location Tmsp Updt:26-Apr-2016 Verified:No Spatial ID:67040669 User Updt:spatial_ Name:Bluff Creek Senior Cottages Program List:CS HUC 8:07020012 HUC 8 Name:Lower Minnesota River HUC 10:0702001211 HUC 12:070200121102 HUC 12 Name:City of Shakopee-Minnesota River DWSMA Code: DWSMA Name: Method Code:DP Method Desc:Digitized - MPCA online map My Neighborhood Site Details Active FLA:Yes HUC 8:07020012 MPCA ID:C00037034 Cong Distr:6 Program Co:ST Senate Dis:48 Program Name:Stormwater House Dist:48B Address:MN IC Flag:No Addr ZIP:55318 Coord Coll:DP City:Chanhassen Latitude:44.826476 County:Carver Longitude:-93.567488 Activity:Construction Stormwater Addr St:Address Unknown Addr City:Chanhassen MPCA ID List:C00037034 Program 1:Stormwater Name:Bluff Creek Senior Cottages Watershed :Lower Minnesota River Coord Co 1:Digitized - MPCA online map Activity L:Construction Stormwater Industrial: Site URL:https://webapp.pca.state.mn.us/wimn/site/141392 Agency Interests: File Request Details Item ID:141392-AISI0000141392 Int Doc ID:0 Status:Active SI Type:CON Status Date:SI Cat:AISI Program:Const Stormwater SI ID:141392 CTU Code:239379 SI Cat Desc:Agency Interest CTU Name:Chanhassen Description: PLS Twsp:SI Designation: Range :Cong Dist:6 Range Dir:House Dist:48B Section:Senate Dist:48 Quarters:TRDSQQ: Collection Date:9/27/2015 Ref Code:GEN Tmsp Created:10/9/2013 Ref Desc:General Location User Created:DELTA_M_R1 Verified:No Tmsp Updt:4/26/2016 User Updt:spatial_ Spatial ID:67040669 Name:Bluff Creek Senior Cottages 393 20 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB Program List:CS HUC 8:7020012 HUC 8 Name:Lower Minnesota River HUC 10:702001211 HUC 10 Name:Minnesota River HUC 12:70200121102 HUC 12 Name:City of Shakopee-Minnesota River SI Type Desc:Conventional Site DWSMA Code: DWSMA Name: Method Code:DP Method Desc:Digitized - MPCA online map m-4-825235999-b 1 of1 NNE 0.16 / 856.79 873.25 / -55 Camden Ridge Address Unknown Chanhassen MN 55317 dd-MPCA AI-825235999-bb p1p-825235999-y1y Agency Interest ID:145363 Latitude (Site):44.8323 County Code (Map):019 Longitude (Site):-93.5605 County (Map):Carver Point Y(Site):44.832299999941 Latitude (Map):44.8323 Point X(Site):-93.5604999994448 Longitude (Map):-93.5605 County Code (Req):19 Point Y(Map):44.832299999941 County (Req):Carver Point X(Map):-93.5604999994448 Latitude (Req):44.8323 County (Site):Carver Longitude (Req):-93.5605 Name (Map):Camden Ridge Address (Map):Address Unknown City (Map):Chanhassen State (Map):MN ZIP (Map):55317 Loc Desc (Map): Name (Site):Camden Ridge Address (Site):Address Unknown City (Site):Chanhassen State (Site):MN ZIP (Site):55317 Name (Req):Camden Ridge Address (Req):Address Unknown City (Req):Chanhassen State (Req):MN ZIP (Req):55317 Loc Desc (Req): Data Source:MPCA Agency Interests: Map; MPCA Agency Interests: File Request; My Neighborhood Sites Agency Interests: Map Details Item ID:145363-AISI0000145363 Int Doc ID:0 Status:Active SI Type:CON Status Date:SI Cat:AISI Program:Const Stormwater SI ID:145363 CTU Code:239379 SI Cat Desc:Agency Interest CTU Name:Chanhassen SI Type Desc:Conventional Site PLS Twsp:Description: Range :SI Designation: Range Dir:Cong Dist:6 Section:House Dist:48B Quarters:Senate Dist:48 Collection Date:27-Sep-2015 TRDSQQ: Tmsp Created:30-Jul-2013 Ref Code:GEN User Created:DELTA_M_R1 Ref Desc:General Location Tmsp Updt:26-Apr-2016 Verified:No Spatial ID:66616244 User Updt:spatial_ Name:Camden Ridge Program List:CS HUC 8:07020012 HUC 8 Name:Lower Minnesota River HUC 10:0702001211 4 MPCA AI 394 21 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB HUC 12:070200121102 HUC 12 Name:City of Shakopee-Minnesota River DWSMA Code: DWSMA Name: Method Code:DP Method Desc:Digitized - MPCA online map My Neighborhood Site Details Active FLA:Yes HUC 8:07020012 MPCA ID:C00036488 Cong Distr:6 Program Co:ST Senate Dis:48 Program Name:Stormwater House Dist:48B Address:MN IC Flag:No Addr ZIP:55317 Coord Coll:DP City:Chanhassen Latitude:44.8323 County:Carver Longitude:-93.5605 Activity:Construction Stormwater Addr St:Address Unknown Addr City:Chanhassen MPCA ID List:C00036488 Program 1:Stormwater Name:Camden Ridge Watershed :Lower Minnesota River Coord Co 1:Digitized - MPCA online map Activity L:Construction Stormwater Industrial: Site URL:https://webapp.pca.state.mn.us/wimn/site/145363 Agency Interests: File Request Details Item ID:145363-AISI0000145363 Int Doc ID:0 Status:Active SI Type:CON Status Date:SI Cat:AISI Program:Const Stormwater SI ID:145363 CTU Code:239379 SI Cat Desc:Agency Interest CTU Name:Chanhassen Description: PLS Twsp:SI Designation: Range :Cong Dist:6 Range Dir:House Dist:48B Section:Senate Dist:48 Quarters:TRDSQQ: Collection Date:9/27/2015 Ref Code:GEN Tmsp Created:7/30/2013 Ref Desc:General Location User Created:DELTA_M_R1 Verified:No Tmsp Updt:4/26/2016 User Updt:spatial_ Spatial ID:66616244 Name:Camden Ridge Program List:CS HUC 8:7020012 HUC 8 Name:Lower Minnesota River HUC 10:702001211 HUC 10 Name:Minnesota River HUC 12:70200121102 HUC 12 Name:City of Shakopee-Minnesota River SI Type Desc:Conventional Site DWSMA Code: DWSMA Name: Method Code:DP Method Desc:Digitized - MPCA online map m-5-825241491-b 1 of2 WNW 0.16 / 861.54 960.76 / 32 Pioneer Pass 1st Addition Address Unknown Chanhassen MN 55317 dd-MPCA AI-825241491-bb p1p-825241491-y1y Agency Interest ID:130677 Latitude (Site):44.830556 5 MPCA AI 395 22 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB County Code (Map):019 Longitude (Site):-93.565278 County (Map):Carver Point Y(Site):44.830555999792 Latitude (Map):44.830556 Point X(Site):-93.5652779994974 Longitude (Map):-93.565278 County Code (Req):19 Point Y(Map):44.830555999792 County (Req):Carver Point X(Map):-93.5652779994974 Latitude (Req):44.830556 County (Site):Carver Longitude (Req):-93.565278 Name (Map):Pioneer Pass 1st Addition Address (Map):Address Unknown City (Map):Chanhassen State (Map):MN ZIP (Map):55317 Loc Desc (Map): Name (Site):Pioneer Pass 1st Addition Address (Site):Address Unknown City (Site):Chanhassen State (Site):MN ZIP (Site):55317 Name (Req):Pioneer Pass 1st Addition Address (Req):Address Unknown City (Req):Chanhassen State (Req):MN ZIP (Req):55317 Loc Desc (Req): Data Source:MPCA Agency Interests: Map; MPCA Agency Interests: File Request; My Neighborhood Sites Agency Interests: Map Details Item ID:130677-AISI0000130677 Int Doc ID:0 Status:Inactive SI Type:CON Status Date:2013-11-14 00:00:00 SI Cat:AISI Program:Const Stormwater SI ID:130677 CTU Code:239379 SI Cat Desc:Agency Interest CTU Name:Chanhassen SI Type Desc:Conventional Site PLS Twsp:Description: Range :SI Designation: Range Dir:Cong Dist:6 Section:House Dist:48B Quarters:Senate Dist:48 Collection Date:27-Sep-2015 TRDSQQ: Tmsp Created:15-Jul-2010 Ref Code:GEN User Created:DELTA_M_R1 Ref Desc:General Location Tmsp Updt:26-Apr-2016 Verified:No Spatial ID:58289965 User Updt:spatial_ Name:Pioneer Pass 1st Addition Program List:CS HUC 8:07020012 HUC 8 Name:Lower Minnesota River HUC 10:0702001211 HUC 12:070200121102 HUC 12 Name:City of Shakopee-Minnesota River DWSMA Code: DWSMA Name: Method Code:G8 Method Desc:GPS - Other My Neighborhood Site Details Active FLA:No HUC 8:07020012 MPCA ID:C00030356 Cong Distr:6 Program Co:ST Senate Dis:48 Program Name:Stormwater House Dist:48B Address:MN IC Flag:No Addr ZIP:55317 Coord Coll:G8 City:Chanhassen Latitude:44.830556 County:Carver Longitude:-93.565278 Activity:Construction Stormwater 396 23 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB Addr St:Address Unknown Addr City:Chanhassen MPCA ID List:C00030356 Program 1:Stormwater Name:Pioneer Pass 1st Addition Watershed :Lower Minnesota River Coord Co 1:GPS - Other Activity L:Construction Stormwater Industrial: Site URL:https://webapp.pca.state.mn.us/wimn/site/130677 Agency Interests: File Request Details Item ID:130677-AISI0000130677 Int Doc ID:0 Status:Inactive SI Type:CON Status Date:11/14/2013 SI Cat:AISI Program:Const Stormwater SI ID:130677 CTU Code:239379 SI Cat Desc:Agency Interest CTU Name:Chanhassen Description: PLS Twsp:SI Designation: Range :Cong Dist:6 Range Dir:House Dist:48B Section:Senate Dist:48 Quarters:TRDSQQ: Collection Date:9/27/2015 Ref Code:GEN Tmsp Created:7/15/2010 Ref Desc:General Location User Created:DELTA_M_R1 Verified:No Tmsp Updt:4/26/2016 User Updt:spatial_ Spatial ID:58289965 Name:Pioneer Pass 1st Addition Program List:CS HUC 8:7020012 HUC 8 Name:Lower Minnesota River HUC 10:702001211 HUC 10 Name:Minnesota River HUC 12:70200121102 HUC 12 Name:City of Shakopee-Minnesota River SI Type Desc:Conventional Site DWSMA Code: DWSMA Name: Method Code:G8 Method Desc:GPS - Other m-5-825244057-b 2 of2 WNW 0.16 / 861.54 960.76 / 32 Pioneer Pass 2nd Addition Address Unknown Chanhassen MN 55317 dd-MPCA AI-825244057-bb p1p-825244057-y1y Agency Interest ID:129604 Latitude (Site):44.830556 County Code (Map):019 Longitude (Site):-93.565278 County (Map):Carver Point Y(Site):44.830555999792 Latitude (Map):44.830556 Point X(Site):-93.5652779994974 Longitude (Map):-93.565278 County Code (Req):19 Point Y(Map):44.830555999792 County (Req):Carver Point X(Map):-93.5652779994974 Latitude (Req):44.830556 County (Site):Carver Longitude (Req):-93.565278 Name (Map):Pioneer Pass 2nd Addition Address (Map):Address Unknown City (Map):Chanhassen State (Map):MN ZIP (Map):55317 Loc Desc (Map): Name (Site):Pioneer Pass 2nd Addition Address (Site):Address Unknown City (Site):Chanhassen State (Site):MN ZIP (Site):55317 Name (Req):Pioneer Pass 2nd Addition 5 MPCA AI 397 24 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB Address (Req):Address Unknown City (Req):Chanhassen State (Req):MN ZIP (Req):55317 Loc Desc (Req): Data Source:MPCA Agency Interests: Map; MPCA Agency Interests: File Request; My Neighborhood Sites Agency Interests: Map Details Item ID:129604-AISI0000129604 Int Doc ID:0 Status:Inactive SI Type:CON Status Date:2014-08-19 00:00:00 SI Cat:AISI Program:Const Stormwater SI ID:129604 CTU Code:239379 SI Cat Desc:Agency Interest CTU Name:Chanhassen SI Type Desc:Conventional Site PLS Twsp:Description: Range :SI Designation: Range Dir:Cong Dist:6 Section:House Dist:48B Quarters:Senate Dist:48 Collection Date:27-Sep-2015 TRDSQQ: Tmsp Created:03-Oct-2011 Ref Code:GEN User Created:DELTA_M_R1 Ref Desc:General Location Tmsp Updt:26-Apr-2016 Verified:No Spatial ID:61048441 User Updt:spatial_ Name:Pioneer Pass 2nd Addition Program List:CS HUC 8:07020012 HUC 8 Name:Lower Minnesota River HUC 10:0702001211 HUC 12:070200121102 HUC 12 Name:City of Shakopee-Minnesota River DWSMA Code: DWSMA Name: Method Code:DP Method Desc:Digitized - MPCA online map My Neighborhood Site Details Active FLA:No HUC 8:07020012 MPCA ID:C00032894 Cong Distr:6 Program Co:ST Senate Dis:48 Program Name:Stormwater House Dist:48B Address:MN IC Flag:No Addr ZIP:55317 Coord Coll:DP City:Chanhassen Latitude:44.830556 County:Carver Longitude:-93.565278 Activity:Construction Stormwater Addr St:Address Unknown Addr City:Chanhassen MPCA ID List:C00032894 Program 1:Stormwater Name:Pioneer Pass 2nd Addition Watershed :Lower Minnesota River Coord Co 1:Digitized - MPCA online map Activity L:Construction Stormwater Industrial: Site URL:https://webapp.pca.state.mn.us/wimn/site/129604 Agency Interests: File Request Details Item ID:129604-AISI0000129604 Int Doc ID:0 Status:Inactive SI Type:CON Status Date:8/19/2014 SI Cat:AISI Program:Const Stormwater SI ID:129604 398 25 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB CTU Code:239379 SI Cat Desc:Agency Interest CTU Name:Chanhassen Description: PLS Twsp:SI Designation: Range :Cong Dist:6 Range Dir:House Dist:48B Section:Senate Dist:48 Quarters:TRDSQQ: Collection Date:9/27/2015 Ref Code:GEN Tmsp Created:10/3/2011 Ref Desc:General Location User Created:DELTA_M_R1 Verified:No Tmsp Updt:4/26/2016 User Updt:spatial_ Spatial ID:61048441 Name:Pioneer Pass 2nd Addition Program List:CS HUC 8:7020012 HUC 8 Name:Lower Minnesota River HUC 10:702001211 HUC 10 Name:Minnesota River HUC 12:70200121102 HUC 12 Name:City of Shakopee-Minnesota River SI Type Desc:Conventional Site DWSMA Code: DWSMA Name: Method Code:DP Method Desc:Digitized - MPCA online map m-6-825280625-b 1 of1 WSW 0.37 / 1,932.39 950.55 / 22 Chaska Dental Center 2634 Shadow Ln Ste 101 Chaska MN 55318 dd-MPCA AI-825280625-bb p1p-825280625-y1y Agency Interest ID:21468 Latitude (Site):44.8244397 County Code (Map):019 Longitude (Site):-93.5713204 County (Map):Carver Point Y(Site):44.8244397001058 Latitude (Map):44.8244397 Point X(Site):-93.5713204005111 Longitude (Map):-93.5713204 County Code (Req):19 Point Y(Map):44.8244397001058 County (Req):Carver Point X(Map):-93.5713204005111 Latitude (Req):44.8244397 County (Site):Carver Longitude (Req):-93.5713204 Name (Map):Chaska Dental Center Address (Map):2634 Shadow Ln Ste 101 City (Map):Chaska State (Map):MN ZIP (Map):55318 Loc Desc (Map): Name (Site):Chaska Dental Center Address (Site):2634 Shadow Ln Ste 101 City (Site):Chaska State (Site):MN ZIP (Site):55318-1120 Name (Req):Chaska Dental Center Address (Req):2634 Shadow Ln Ste 101 City (Req):Chaska State (Req):MN ZIP (Req):55318 Loc Desc (Req): Data Source:MPCA Agency Interests: Map; MPCA Agency Interests: File Request; My Neighborhood Sites Agency Interests: Map Details Item ID:21468-AISI0000021468 Int Doc ID:0 Status:Active SI Type:CON Status Date:SI Cat:AISI Program:Hazardous Waste SI ID:21468 CTU Code:239380 SI Cat Desc:Agency Interest CTU Name:Chaska SI Type Desc:Conventional Site PLS Twsp:Description: Range :SI Designation: 6 MPCA AI 399 26 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB Range Dir:Cong Dist:6 Section:House Dist:48B Quarters:Senate Dist:48 Collection Date:27-Sep-2015 TRDSQQ: Tmsp Created:26-Jul-1999 Ref Code:GEN User Created:DELTA_M_R1 Ref Desc:General Location Tmsp Updt:26-Apr-2016 Verified:No Spatial ID:26237 User Updt:spatial_ Name:Chaska Dental Center Program List:HW HUC 8:07020012 HUC 8 Name:Lower Minnesota River HUC 10:0702001211 HUC 12:070200121102 HUC 12 Name:City of Shakopee-Minnesota River DWSMA Code: DWSMA Name: Method Code:A1 Method Desc:Address Matching House Number My Neighborhood Site Details Active FLA:Yes HUC 8:07020012 MPCA ID:MNR000057422 Cong Distr:6 Program Co:HW Senate Dis:48 Program Name:Hazardous Waste House Dist:48B Address:MN IC Flag:No Addr ZIP:55318-1120 Coord Coll:A1 City:Chaska Latitude:44.8244397 County:Carver Longitude:-93.5713204 Activity:Hazardous Waste, Minimal quantity generator Addr St:2634 Shadow Ln Ste 101 Addr City:Chaska MPCA ID List:MNR000057422 Program 1:Hazardous Waste Name:Chaska Dental Center Watershed :Lower Minnesota River Coord Co 1:Address Matching House Number Activity L:Hazardous Waste, Minimal quantity generator Industrial:Offices of Dentists Site URL:https://webapp.pca.state.mn.us/wimn/site/21468 Agency Interests: File Request Details Item ID:21468-AISI0000021468 Int Doc ID:0 Status:Active SI Type:CON Status Date:SI Cat:AISI Program:Hazardous Waste SI ID:21468 CTU Code:239380 SI Cat Desc:Agency Interest CTU Name:Chaska Description: PLS Twsp:SI Designation: Range :Cong Dist:6 Range Dir:House Dist:48B Section:Senate Dist:48 Quarters:TRDSQQ: Collection Date:9/27/2015 Ref Code:GEN Tmsp Created:7/26/1999 Ref Desc:General Location User Created:DELTA_M_R1 Verified:No Tmsp Updt:4/26/2016 User Updt:spatial_ Spatial ID:26237 Name:Chaska Dental Center Program List:HW HUC 8:7020012 HUC 8 Name:Lower Minnesota River HUC 10:702001211 HUC 10 Name:Minnesota River HUC 12:70200121102 400 27 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB HUC 12 Name:City of Shakopee-Minnesota River SI Type Desc:Conventional Site DWSMA Code: DWSMA Name: Method Code:A1 Method Desc:Address Matching House Number m-7-878847152-b 1 of1 W 0.40 / 2,089.39 939.71 / 11 Bluff Creek Restoration Project is restoration and repairs of Bluff Creek stream banks in Chanhassen east of Highway 15 between Bluff Creek Drive and Shadow Lane. Chanhassen MN 55317 dd-MPCA AI-878847152-bb p1p-878847152-y1y Agency Interest ID:232132 Latitude (Site):44.827 County Code (Map):019 Longitude (Site):-93.5733 County (Map):Carver Point Y(Site):44.8270000003098 Latitude (Map):44.827 Point X(Site):-93.5733000000106 Longitude (Map):-93.5733 County Code (Req):19 Point Y(Map):44.8270000003098 County (Req):Carver Point X(Map):-93.5733000000106 Latitude (Req):44.827 County (Site):Carver Longitude (Req):-93.5733 Name (Map):Bluff Creek Restoration Address (Map): City (Map):Chanhassen State (Map):MN ZIP (Map):55317 Loc Desc (Map):Project is restoration and repairs of Bluff Creek stream banks in Chanhassen east of Highway 15 between Bluff Creek Drive and Shadow Lane. *** Note:many records provided by the department have a truncated LOC_DESC field. Name (Site):Bluff Creek Restoration Address (Site): City (Site):Chanhassen State (Site):MN ZIP (Site):55317 Name (Req):Bluff Creek Restoration Address (Req): City (Req):Chanhassen State (Req):MN ZIP (Req):55317 Loc Desc (Req):Project is restoration and repairs of Bluff Creek stream banks in Chanhassen east of Highway 15 between Bluff Creek Drive and Shadow Lane. Data Source:MPCA Agency Interests: Map; MPCA Agency Interests: File Request; My Neighborhood Sites Agency Interests: Map Details Item ID:232132-AISI0000232132 Int Doc ID:0 Status:Active SI Type:CON Status Date:SI Cat:AISI Program:Const Stormwater SI ID:232132 CTU Code:239380 SI Cat Desc:Agency Interest CTU Name:Chaska SI Type Desc:Conventional Site PLS Twsp:Description: Range :SI Designation: Range Dir:Cong Dist:6 Section:House Dist:48B Quarters:Senate Dist:48 Collection Date:06-Sep-2019 TRDSQQ: Tmsp Created:06-Sep-2019 Ref Code:CEN User Created:RSP Ref Desc:Center of Feature Represented Tmsp Updt:06-Sep-2019 Verified:No Spatial ID:User Updt:geo_nc Name:Bluff Creek Restoration Program List:CS HUC 8:07020012 HUC 8 Name:Lower Minnesota River 7 MPCA AI 401 28 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB HUC 10:0702001211 HUC 12:070200121102 HUC 12 Name:City of Shakopee-Minnesota River DWSMA Code: DWSMA Name: Method Code:DM Method Desc:Digitized - MPCA internal map My Neighborhood Site Details Active FLA:Yes HUC 8:07020012 MPCA ID:C00054813 Cong Distr:6 Program Co:ST Senate Dis:48 Program Name:Stormwater House Dist:48B Address:MN IC Flag:No Addr ZIP:55317 Coord Coll:DM City:Chaska Latitude:44.827 County:Carver Longitude:-93.5733 Activity:Construction Stormwater Addr St: Addr City:Chanhassen MPCA ID List:C00054813 Program 1:Stormwater Name:Bluff Creek Restoration Watershed :Lower Minnesota River Coord Co 1:Digitized - MPCA internal map Activity L:Construction Stormwater Industrial: Site URL:https://webapp.pca.state.mn.us/wimn/site/232132 Agency Interests: File Request Details Item ID:232132-AISI0000232132 Int Doc ID:0 Status:Active SI Type:CON Status Date:SI Cat:AISI Program:Const Stormwater SI ID:232132 CTU Code:239380 SI Cat Desc:Agency Interest CTU Name:Chaska Description: PLS Twsp:SI Designation: Range :Cong Dist:6 Range Dir:House Dist:48B Section:Senate Dist:48 Quarters:TRDSQQ: Collection Date:9/6/2019 Ref Code:CEN Tmsp Created:9/6/2019 Ref Desc:Center of Feature Represented User Created:RSP Verified:No Tmsp Updt:9/6/2019 User Updt:geo_nc Spatial ID: Name:Bluff Creek Restoration Program List:CS HUC 8:7020012 HUC 8 Name:Lower Minnesota River HUC 10:702001211 HUC 10 Name:Minnesota River HUC 12:70200121102 HUC 12 Name:City of Shakopee-Minnesota River SI Type Desc:Conventional Site DWSMA Code: DWSMA Name: Method Code:DM Method Desc:Digitized - MPCA internal map m-8-825202697-b 1 of1 S 0.44 / 2,335.79 921.46 / -7 Klingelhutz Field 1560 Bluff Creek Dr Chaska MN 55318 dd-MPCA AI-825202697-bb p1p-825202697-y1y 8 MPCA AI 402 29 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB Agency Interest ID:108115 Latitude (Site):44.8220944 County Code (Map):019 Longitude (Site):-93.5619303 County (Map):Carver Point Y(Site):44.8220943998209 Latitude (Map):44.8220944 Point X(Site):-93.5619303000482 Longitude (Map):-93.5619303 County Code (Req):19 Point Y(Map):44.8220943998209 County (Req):Carver Point X(Map):-93.5619303000482 Latitude (Req):44.8220944 County (Site):Carver Longitude (Req):-93.5619303 Name (Map):Klingelhutz Field Address (Map):1560 Bluff Creek Dr City (Map):Chaska State (Map):MN ZIP (Map):55318 Loc Desc (Map): Name (Site):Klingelhutz Field Address (Site):1560 Bluff Creek Dr City (Site):Chaska State (Site):MN ZIP (Site):55318 Name (Req):Klingelhutz Field Address (Req):1560 Bluff Creek Dr City (Req):Chaska State (Req):MN ZIP (Req):55318 Loc Desc (Req): Data Source:MPCA Agency Interests: Map; MPCA Agency Interests: File Request; My Neighborhood Sites Agency Interests: Map Details Item ID:108115-AISI0000108115 Int Doc ID:0 Status:Inactive SI Type:CON Status Date:2008-07-21 08:18:57 SI Cat:AISI Program:Const Stormwater SI ID:108115 CTU Code:239379 SI Cat Desc:Agency Interest CTU Name:Chanhassen SI Type Desc:Conventional Site PLS Twsp:Description: Range :SI Designation: Range Dir:Cong Dist:6 Section:House Dist:48B Quarters:Senate Dist:48 Collection Date:27-Sep-2015 TRDSQQ: Tmsp Created:26-Sep-2006 Ref Code:GEN User Created:DELTA_M_R1 Ref Desc:General Location Tmsp Updt:26-Apr-2016 Verified:No Spatial ID:51477719 User Updt:spatial_ Name:Klingelhutz Field Program List:CS HUC 8:07020012 HUC 8 Name:Lower Minnesota River HUC 10:0702001211 HUC 12:070200121102 HUC 12 Name:City of Shakopee-Minnesota River DWSMA Code: DWSMA Name: Method Code:A1 Method Desc:Address Matching House Number My Neighborhood Site Details Active FLA:No HUC 8:07020012 MPCA ID:C00020040 Cong Distr:6 Program Co:ST Senate Dis:48 Program Name:Stormwater House Dist:48B Address:MN IC Flag:No Addr ZIP:55318 Coord Coll:A1 City:Chanhassen Latitude:44.8220944 County:Carver Longitude:-93.5619303 403 30 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB Activity:Construction Stormwater Addr St:1560 Bluff Creek Dr Addr City:Chaska MPCA ID List:C00020040 Program 1:Stormwater Name:Klingelhutz Field Watershed :Lower Minnesota River Coord Co 1:Address Matching House Number Activity L:Construction Stormwater Industrial: Site URL:https://webapp.pca.state.mn.us/wimn/site/108115 Agency Interests: File Request Details Item ID:108115-AISI0000108115 Int Doc ID:0 Status:Inactive SI Type:CON Status Date:7/21/2008 SI Cat:AISI Program:Const Stormwater SI ID:108115 CTU Code:239379 SI Cat Desc:Agency Interest CTU Name:Chanhassen Description: PLS Twsp:SI Designation: Range :Cong Dist:6 Range Dir:House Dist:48B Section:Senate Dist:48 Quarters:TRDSQQ: Collection Date:9/27/2015 Ref Code:GEN Tmsp Created:9/26/2006 Ref Desc:General Location User Created:DELTA_M_R1 Verified:No Tmsp Updt:4/26/2016 User Updt:spatial_ Spatial ID:51477719 Name:Klingelhutz Field Program List:CS HUC 8:7020012 HUC 8 Name:Lower Minnesota River HUC 10:702001211 HUC 10 Name:Minnesota River HUC 12:70200121102 HUC 12 Name:City of Shakopee-Minnesota River SI Type Desc:Conventional Site DWSMA Code: DWSMA Name: Method Code:A1 Method Desc:Address Matching House Number m-9-825315702-b 1 of1 WSW 0.48 / 2,518.81 942.53 / 14 Autumn Woods South NW Quad of Pioneer Trl & Chaska MN 55318 dd-MPCA AI-825315702-bb p1p-825315702-y1y Agency Interest ID:6269 Latitude (Site):44.82278594 County Code (Map):019 Longitude (Site):-93.57262092 County (Map):Carver Point Y(Site):44.8227859401311 Latitude (Map):44.82278594 Point X(Site):-93.5726209202788 Longitude (Map):-93.57262092 County Code (Req):19 Point Y(Map):44.8227859401311 County (Req):Carver Point X(Map):-93.5726209202788 Latitude (Req):44.82278594 County (Site):Carver Longitude (Req):-93.57262092 Name (Map):Autumn Woods South Address (Map):NW Quad of Pioneer Trl & Audubon Rd City (Map):Chaska State (Map):MN ZIP (Map):55318 Loc Desc (Map):CSLL: Road Intersection near Site *** Note:many records provided by the department have a truncated LOC_DESC field. Name (Site):Autumn Woods South Address (Site):NW Quad of Pioneer Trl & Audubon Rd City (Site):Chaska State (Site):MN 9 MPCA AI 404 31 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB ZIP (Site):55318 Name (Req):Autumn Woods South Address (Req):NW Quad of Pioneer Trl & City (Req):Chaska State (Req):MN ZIP (Req):55318 Loc Desc (Req):CSLL: Road Intersection near Site Data Source:MPCA Agency Interests: Map; MPCA Agency Interests: File Request; My Neighborhood Sites Agency Interests: Map Details Item ID:6269-AISI0000006269 Int Doc ID:0 Status:Inactive SI Type:CON Status Date:2005-11-08 21:09:59 SI Cat:AISI Program:Const Stormwater SI ID:6269 CTU Code:239380 SI Cat Desc:Agency Interest CTU Name:Chaska SI Type Desc:Conventional Site PLS Twsp:Description: Range :SI Designation: Range Dir:Cong Dist:6 Section:House Dist:48B Quarters:Senate Dist:48 Collection Date:25-Apr-2016 TRDSQQ: Tmsp Created:29-Mar-1999 Ref Code:GEN User Created:DELTA_M_R1 Ref Desc:General Location Tmsp Updt:26-Apr-2016 Verified:Yes Spatial ID:8240 User Updt:spatial_ Name:Autumn Woods South Program List:CS HUC 8:07020012 HUC 8 Name:Lower Minnesota River HUC 10:0702001211 HUC 12:070200121102 HUC 12 Name:City of Shakopee-Minnesota River DWSMA Code: DWSMA Name: Method Code:A1 Method Desc:Address Matching House Number My Neighborhood Site Details Active FLA:No HUC 8:07020012 MPCA ID:C00003510 Cong Distr:6 Program Co:ST Senate Dis:48 Program Name:Stormwater House Dist:48B Address:MN IC Flag:No Addr ZIP:55318 Coord Coll:A1 City:Chaska Latitude:44.82278594 County:Carver Longitude:-93.57262092 Activity:Construction Stormwater Addr St:NW Quad of Pioneer Trl & Audubon Rd Addr City:Chaska MPCA ID List:C00003510 Program 1:Stormwater Name:Autumn Woods South Watershed :Lower Minnesota River Coord Co 1:Address Matching House Number Activity L:Construction Stormwater Industrial: Site URL:https://webapp.pca.state.mn.us/wimn/site/6269 Agency Interests: File Request Details Item ID:6269-AISI0000006269 Int Doc ID:0 Status:Inactive SI Type:CON 405 32 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB Status Date:11/8/2005 SI Cat:AISI Program:Const Stormwater SI ID:6269 CTU Code:239380 SI Cat Desc:Agency Interest CTU Name:Chaska Description: PLS Twsp:SI Designation: Range :Cong Dist:6 Range Dir:House Dist:48B Section:Senate Dist:48 Quarters:TRDSQQ: Collection Date:4/25/2016 Ref Code:GEN Tmsp Created:3/29/1999 Ref Desc:General Location User Created:DELTA_M_R1 Verified:Yes Tmsp Updt:4/26/2016 User Updt:spatial_ Spatial ID:8240 Name:Autumn Woods South Program List:CS HUC 8:7020012 HUC 8 Name:Lower Minnesota River HUC 10:702001211 HUC 10 Name:Minnesota River HUC 12:70200121102 HUC 12 Name:City of Shakopee-Minnesota River SI Type Desc:Conventional Site DWSMA Code: DWSMA Name: Method Code:A1 Method Desc:Address Matching House Number m-10-898205869-b 1 of1 WNW 0.48 / 2,539.67 947.44 / 19 Reserve at Autumn Woods 9430 Audubon Rd Chaska MN 55318 dd-MPCA AI-898205869-bb p1p-898205869-y1y Agency Interest ID:250728 Latitude (Site):44.832591 County Code (Map):019 Longitude (Site):-93.573121 County (Map):Carver Point Y(Site):44.8325909996091 Latitude (Map):44.832591 Point X(Site):-93.5731209999597 Longitude (Map):-93.573121 County Code (Req):19 Point Y(Map):44.8325909996091 County (Req):Carver Point X(Map):-93.5731209999597 Latitude (Req):44.832591 County (Site):Carver Longitude (Req):-93.573121 Name (Map):Reserve at Autumn Woods Address (Map):9430 Audubon Rd City (Map):Chaska State (Map):MN ZIP (Map):55318 Loc Desc (Map): Name (Site):Reserve at Autumn Woods Address (Site):9430 Audubon Rd City (Site):Chaska State (Site):MN ZIP (Site):55318-1184 Name (Req):Reserve at Autumn Woods Address (Req):9430 Audubon Rd City (Req):Chaska State (Req):MN ZIP (Req):55318 Loc Desc (Req): Data Source:MPCA Agency Interests: Map; MPCA Agency Interests: File Request; My Neighborhood Sites Agency Interests: Map Details Item ID:250728-AISI0000250728 Int Doc ID:0 Status:Active SI Type:CON Status Date:SI Cat:AISI Program:Const Stormwater SI ID:250728 CTU Code:239380 SI Cat Desc:Agency Interest CTU Name:Chaska SI Type Desc:Conventional Site 10 MPCA AI 406 33 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB PLS Twsp:Description: Range :SI Designation: Range Dir:Cong Dist:6 Section:House Dist:48B Quarters:Senate Dist:48 Collection Date:08-Mar-2022 TRDSQQ: Tmsp Created:09-Mar-2022 Ref Code:CEN User Created:RSP Ref Desc:Center of Feature Represented Tmsp Updt:24-Apr-2023 Verified:No Spatial ID:User Updt:WO_2132805 Name:Reserve at Autumn Woods Program List:CS HUC 8:07020012 HUC 8 Name:Lower Minnesota River HUC 10:0702001211 HUC 12:070200121102 HUC 12 Name:City of Shakopee-Minnesota River DWSMA Code: DWSMA Name: Method Code:DP Method Desc:Digitized - MPCA online map My Neighborhood Site Details Active FLA:Yes HUC 8:07020012 MPCA ID:C00063075 Cong Distr:6 Program Co:ST Senate Dis:48 Program Name:Stormwater House Dist:48B Address:MN IC Flag:No Addr ZIP:55318-1184 Coord Coll:DP City:Chaska Latitude:44.832591 County:Carver Longitude:-93.573121 Activity:Construction Stormwater Addr St:9430 Audubon Rd Addr City:Chaska MPCA ID List:C00063075 Program 1:Stormwater Name:Reserve at Autumn Woods Watershed :Lower Minnesota River Coord Co 1:Digitized - MPCA online map Activity L:Construction Stormwater Industrial: Site URL:https://webapp.pca.state.mn.us/wimn/site/250728 Agency Interests: File Request Details Item ID:250728-AISI0000250728 Int Doc ID:0 Status:Active SI Type:CON Status Date:SI Cat:AISI Program:Const Stormwater SI ID:250728 CTU Code:239380 SI Cat Desc:Agency Interest CTU Name:Chaska Description: PLS Twsp:SI Designation: Range :Cong Dist:6 Range Dir:House Dist:48B Section:Senate Dist:48 Quarters:TRDSQQ: Collection Date:3/8/2022 Ref Code:CEN Tmsp Created:3/9/2022 Ref Desc:Center of Feature Represented User Created:RSP Verified:No Tmsp Updt:4/24/2023 User Updt:WO_2132805 Spatial ID: Name:Reserve at Autumn Woods Program List:CS HUC 8:7020012 HUC 8 Name:Lower Minnesota River HUC 10:702001211 407 34 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Map Key Number of Records Direction Distance (mi/ft) Elev/Diff (ft) Site DB HUC 10 Name:Minnesota River HUC 12:70200121102 HUC 12 Name:City of Shakopee-Minnesota River SI Type Desc:Conventional Site DWSMA Code: DWSMA Name: Method Code:DP Method Desc:Digitized - MPCA online map 408 35 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 h-Unplottable Summary Total: 16 Unplottable sites DB Company Name/Site Name Address City Zip ERIS ID uu-FINDS/FRS-857935051-aa CHASKA BULK PLANT HIGHWAY 212 CHASKA MN 55318 857935051 Registry ID: 110067901649 uu-FINDS/FRS-857927157-aa CSAH 1 CORRIDOR- PIONEER TRAIL PIONEER TRL EDEN PRAIRIE MN 55347 857927157 Registry ID: 110068930642 uu-HIST SPL-819430986-aa UNKNOWN US Highway N 212 Chaska MN 819430986 Program Int ID: 179416 uu-HIST SPL-819429738-aa SCHWALBE OIL Highway 212 E Chaska MN 819429738 Program Int ID: 173787 uu-HIST SPL-819432994-aa UNKNOWN US 212 CHASKA MN 819432994 Program Int ID: 181968 uu-HIST SPL-819455935-aa Lake Riley Pioneer Trail Chanhassen MN 819455935 Program Int ID: 437802 uu-HIST SPL-819451385-aa LLK Transport Highway 212 Chaska MN 55318 819451385 Program Int ID: 345735 uu-HIST SPL-819445412-aa Hennepin Town Road Just N of Pioneer Trail Eden Prairie MN 819445412 Program Int ID: 227768 uu-HIST SPL-819436647-aa CITY OF CHASKA PIONEER TRAIL CHASKA MN 55318 819436647 Program Int ID: 188085 uu-MPCA AI-894055707-aa Unknown Us Highway N 212 Chaska MN 894055707 uu-SPILLS-860713835-aa CITY OF CHASKA PIONEER TRAIL MN 55318 CHASKA MN 55318 860713835 uu-SPILLS-860710570-aa US 212 MN CHASKA MN 860710570 FINDS/FRS FINDS/FRS HIST SPL HIST SPL HIST SPL HIST SPL HIST SPL HIST SPL HIST SPL MPCA AI SPILLS SPILLS Unplottable Summary 409 36 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 uu-SPILLS-860702765-aa Pioneer Trail MN Chanhassen MN 860702765 uu-SPILLS-860697904-aa Just N of Pioneer Trail MN Eden Prairie MN 860697904 uu-SPILLS-860684200-aa Unknown US Highway N 212 MN Chaska MN 860684200 uu-SPILLS-860681534-aa Highway 212 MN 55318 Carver MN 860681534 SPILLS SPILLS SPILLS SPILLS 410 37 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 h-Unplottable Report Site:CHASKA BULK PLANT HIGHWAY 212 CHASKA MN 55318 uu-FINDS/FRS-857935051-bb Registry ID:110067901649 FIPS Code:27019 HUC Code: Site Type Name:STATIONARY Location Description: Supplemental Location: Create Date:02-JUN-16 Update Date: Interest Types:STATE MASTER SIC Codes: SIC Code Descriptions: NAICS Codes: NAICS Code Descriptions: Conveyor: Federal Facility Code: Federal Agency Name: Tribal Land Code: Tribal Land Name: Congressional Dist No: Census Block Code: EPA Region Code:05 County Name:CARVER US/Mexico Border Ind: Latitude: Longitude: Reference Point: Coord Collection Method: Accuracy Value: Datum:NAD83 Source: Facility Detail Rprt URL:https://ofmpub.epa.gov/frs_public2/fii_query_detail.disp_program_facility?p_registry_id=110067901649 Data Source:Facility Registry Service - Single File Program Acronyms: MN-TEMPO:134977 Site:CSAH 1 CORRIDOR-PIONEER TRAIL PIONEER TRL EDEN PRAIRIE MN 55347 uu-FINDS/FRS-857927157-bb Registry ID:110068930642 FIPS Code:27053 HUC Code: Site Type Name:STATIONARY Location Description: Supplemental Location: Create Date:03-JUN-16 Update Date: Interest Types:STATE MASTER SIC Codes: SIC Code Descriptions: NAICS Codes: NAICS Code Descriptions: Conveyor: Federal Facility Code: Federal Agency Name: Tribal Land Code: FINDS/FRS FINDS/FRS Unplottable Report 411 38 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Tribal Land Name: Congressional Dist No: Census Block Code: EPA Region Code:05 County Name:HENNEPIN US/Mexico Border Ind: Latitude: Longitude: Reference Point: Coord Collection Method: Accuracy Value: Datum:NAD83 Source: Facility Detail Rprt URL:https://ofmpub.epa.gov/frs_public2/fii_query_detail.disp_program_facility?p_registry_id=110068930642 Data Source:Facility Registry Service - Single File Program Acronyms: MN-TEMPO:190160 Site:UNKNOWN US Highway N 212 Chaska MN uu-HIST SPL-819430986-bb Program Int ID: 179416 Tmsp Added:03/21/1996 00:00:00 Site ID: 0 TMSP Update:05/04/2002 07:07:50 Interest Type: Spill Site Prgm Int Source:TALES Preferred ID: 21669 Address Source:TALES Active?: Interest Phone: Interest Start: 03/21/1996 00:00:00 Township: Interest End: County:Carver Comments:Carver County staff reported on 13 June 1995 that 15 containers w\n\nabandoned near the Assumption Seminary, just off of U.S. No. 212 Spill Site Spill Site Closure Date:01/01/1996 00:00:00 Spill Date:06/13/1995 00:00:00 Spill Reported Date:06/13/1995 00:00:00 Priority Code:4 MPCA Involvement: Initial Cause: Initial Source: Public Safety Spill ID: Duty Officer Report Number: Spill Reported by:CARVER COUNTY Report Taken By Initials:3364 Rpt Taken by Duty Officer Flag: MPCA Project Manager:3364 Tmsp Added:03/21/1996 00:00:00 Tmsp Last Updt:04/11/2007 08:22:56 Staff ID Last Updt:RSUCHAN Rep Name: Rep Phone: Archive Lot: Archive Box: Response Desc: Spill Released Product Spill Product:Solvent Spill Released Quantity:0 Spill Qty Units:Gallons Spill Incident Accuracy:Known Date Added:03/21/1996 00:00:00 Last Update:05/04/2002 07:07:50 Staff ID Last Update:TANKS HIST SPL 412 39 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Site:SCHWALBE OIL Highway 212 E Chaska MN uu-HIST SPL-819429738-bb Program Int ID: 173787 Tmsp Added:03/21/1996 00:00:00 Site ID: 0 TMSP Update:05/04/2002 06:50:18 Interest Type: Spill Site Prgm Int Source:TALES Preferred ID: 15587 Address Source:TALES Active?: Interest Phone: Interest Start: 03/21/1996 00:00:00 Township: Interest End: County:Carver Comments: Spill Site Spill Site Closure Date:01/01/1996 00:00:00 Spill Date:11/27/1991 00:00:00 Spill Reported Date:11/27/1991 00:00:00 Priority Code:4 MPCA Involvement: Initial Cause:OVERFILL Initial Source: Public Safety Spill ID: Duty Officer Report Number: Spill Reported by:MARK SCHWALBE Report Taken By Initials:3297 Rpt Taken by Duty Officer Flag: MPCA Project Manager:3297 Tmsp Added:03/21/1996 00:00:00 Tmsp Last Updt:04/11/2007 08:22:53 Staff ID Last Updt:RSUCHAN Rep Name: Rep Phone: Archive Lot: Archive Box: Response Desc: Spill Released Product Spill Product:Petroleum, Unspecified Spill Released Quantity:250 Spill Qty Units:Gallons Spill Incident Accuracy:Known Date Added:03/21/1996 00:00:00 Last Update:05/04/2002 06:50:18 Staff ID Last Update:TANKS Site:UNKNOWN US 212 CHASKA MN uu-HIST SPL-819432994-bb Program Int ID: 181968 Tmsp Added:09/30/1996 13:33:55 Site ID: 0 TMSP Update:05/04/2002 07:15:51 Interest Type: Spill Site Prgm Int Source:TALES Preferred ID: 24444 Address Source:TALES Active?: Interest Phone: Interest Start: 09/30/1996 13:33:55 Township: Interest End: County:Carver Comments:ABANDONED DRUM\n\nLAYTEX FIBRE BOND Spill Site Spill Site Closure Date:09/26/1996 00:00:00 Spill Date:09/25/1996 00:00:00 Spill Reported Date:09/26/1996 00:00:00 Priority Code:3 MPCA Involvement: Initial Cause:DISPOSAL/ABANDONMENT Initial Source:Barrels/Containers Public Safety Spill ID: HIST SPL HIST SPL 413 40 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Duty Officer Report Number: Spill Reported by:MARK OEMICHEN Report Taken By Initials:3364 Rpt Taken by Duty Officer Flag: MPCA Project Manager:3364 Tmsp Added:09/30/1996 13:33:55 Tmsp Last Updt:04/11/2007 08:22:57 Staff ID Last Updt:RSUCHAN Rep Name: Rep Phone: Archive Lot: Archive Box: Response Desc: Spill Released Product Spill Product:Chemical, Other (See Remarks) Spill Released Quantity:0 Spill Qty Units:Unknown Spill Incident Accuracy:Unknown Date Added:09/30/1996 13:33:55 Last Update:05/04/2002 07:15:51 Staff ID Last Update:TANKS Spill Incident Affected Spill Incident Affect:Not Applicable Date Added:09/30/1996 13:33:55 Last Update:05/04/2002 07:15:51 Staff ID Last Update:TANKS Spill Action Spill Action:None, No File Spill Action Person: Date Added:09/30/1996 13:33:55 Last Update:05/04/2002 07:15:51 Staff ID Last Update:TANKS Site:Lake Riley Pioneer Trail Chanhassen MN uu-HIST SPL-819455935-bb Program Int ID: 437802 Tmsp Added:07/03/2007 15:26:47 Site ID: 0 TMSP Update:07/03/2007 15:26:47 Interest Type: Spill Site Prgm Int Source:TALES Preferred ID: 70252 Address Source:TALES Active?: Interest Phone: Interest Start: 07/03/2007 15:26:47 Township: Interest End: County:Hennepin Comments:Caller reporting unusual looking foam on the south side of the lake. It was windy at the time; doesn't know if it would be there on a calm day. The foam looks like soapy dishwater. He did not notice any dead or sick fish or animals. Spill Site Spill Site Closure Date:07/03/2007 00:00:00 Spill Date:05/16/2007 00:00:00 Spill Reported Date:05/17/2007 07:08:57 Priority Code: MPCA Involvement:None Initial Cause: Initial Source:Unknown Public Safety Spill ID:21205 Duty Officer Report Number:88948 Spill Reported by:Edwin Caspers Report Taken By Initials:3258 Rpt Taken by Duty Officer Flag: HIST SPL 414 41 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 MPCA Project Manager:3258 Tmsp Added:07/03/2007 15:26:47 Tmsp Last Updt:07/03/2007 15:26:47 Staff ID Last Updt:WHAAS Rep Name:Edwin Caspers Rep Phone:7635375397 Archive Lot: Archive Box: Response Desc: Spill Released Product Spill Product:Unknown Spill Released Quantity: Spill Qty Units:Unknown Spill Incident Accuracy:Unknown Date Added:07/03/2007 15:26:47 Last Update:07/03/2007 15:26:47 Staff ID Last Update:WHAAS Spill Incident Affected Spill Incident Affect:Lake or Pond Date Added:07/03/2007 15:26:47 Last Update:07/03/2007 15:26:47 Staff ID Last Update:WHAAS Site:LLK Transport Highway 212 Chaska MN 55318 uu-HIST SPL-819451385-bb Program Int ID: 345735 Tmsp Added:02/10/2006 13:57:44 Site ID: 0 TMSP Update:02/10/2006 13:57:44 Interest Type: Spill Site Prgm Int Source:TALES Preferred ID: 66160 Address Source:CORE Active?: Interest Phone: Interest Start: 02/10/2006 00:00:00 Township: Interest End: County:Carver Comments:In front of the business Chaska Homes. Transport trucks fuel line broke, FD applied absorbants, and the County EM was linked to MPCA about who cleans up the material. Spill Site Spill Site Closure Date:01/01/2010 00:00:00 Spill Date: Spill Reported Date:05/17/2000 00:00:00 Priority Code: MPCA Involvement: Initial Cause: Initial Source: Public Safety Spill ID: Duty Officer Report Number: Spill Reported by: Report Taken By Initials: Rpt Taken by Duty Officer Flag: MPCA Project Manager: Tmsp Added:02/10/2006 13:58:09 Tmsp Last Updt:04/12/2011 10:37:52 Staff ID Last Updt:RSUCHAN Rep Name: Rep Phone: Archive Lot: Archive Box: Response Desc: Site:Hennepin Town Road Just N of Pioneer Trail Eden Prairie MN uu-HIST SPL-819445412-bb HIST SPL HIST SPL 415 42 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Program Int ID: 227768 Tmsp Added:06/27/2000 09:40:51 Site ID: 0 TMSP Update:05/04/2002 09:52:07 Interest Type: Spill Site Prgm Int Source:TALES Preferred ID: 52404 Address Source:TALES Active?: Interest Phone: Interest Start: 06/27/2000 09:40:51 Township: Interest End: County:Hennepin Comments:Police responding to a stalled vehicle that was going to be towed. Police reported fuel "gushing" out, FD responded total spilled 2 gallons. FD contained and will clean up. Spill Site Spill Site Closure Date:06/27/2000 00:00:00 Spill Date:06/24/2000 00:00:00 Spill Reported Date:06/24/2000 00:00:00 Priority Code: MPCA Involvement: Initial Cause: Initial Source: Public Safety Spill ID:4103 Duty Officer Report Number:18499 Spill Reported by: Report Taken By Initials:3093 Rpt Taken by Duty Officer Flag: MPCA Project Manager:3093 Tmsp Added:06/27/2000 09:40:51 Tmsp Last Updt:04/11/2007 08:23:04 Staff ID Last Updt:RSUCHAN Rep Name: Rep Phone: Archive Lot: Archive Box: Response Desc: Spill Released Product Spill Product:Gasoline Regular Spill Released Quantity:2 Spill Qty Units:Gallons Spill Incident Accuracy:Estimated Date Added:06/27/2000 09:40:51 Last Update:05/04/2002 09:52:07 Staff ID Last Update:TANKS Spill Incident Affected Spill Incident Affect:Street, Parking Lot Date Added:06/27/2000 09:40:51 Last Update:05/04/2002 09:52:07 Staff ID Last Update:TANKS Site:CITY OF CHASKA PIONEER TRAIL CHASKA MN 55318 uu-HIST SPL-819436647-bb Program Int ID: 188085 Tmsp Added:08/23/1999 10:45:34 Site ID: 0 TMSP Update:05/04/2002 07:35:19 Interest Type: Spill Site Prgm Int Source:TALES Preferred ID: 31108 Address Source:TALES Active?: Interest Phone: Interest Start: 08/23/1999 10:45:34 Township: Interest End: County:Carver Comments:POLE BROKE AND TRANSFORMER FELL TO GROUND. OIL IN GRASS AND SOIL.\n\nCITY CREWS TO CLEAN UP. Spill Site Spill Site Closure Date:06/30/2000 00:00:00 HIST SPL 416 43 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Spill Date:08/18/1999 00:00:00 Spill Reported Date:08/18/1999 00:00:00 Priority Code:2 MPCA Involvement: Initial Cause:EQUIPMENT FAILURE Initial Source:Transformers Public Safety Spill ID: Duty Officer Report Number: Spill Reported by:KEN GONGOLL, CITY OF CHASKA Report Taken By Initials:3179 Rpt Taken by Duty Officer Flag: MPCA Project Manager:3297 Tmsp Added:08/23/1999 10:45:34 Tmsp Last Updt:04/11/2007 08:23:02 Staff ID Last Updt:RSUCHAN Rep Name: Rep Phone: Archive Lot: Archive Box: Response Desc: Spill Released Product Spill Product:Mineral Oil Spill Released Quantity:70 Spill Qty Units:Gallons Spill Incident Accuracy:Known Date Added:08/23/1999 10:45:34 Last Update:05/04/2002 07:35:19 Staff ID Last Update:TANKS Spill Incident Affected Spill Incident Affect:Soil Date Added:08/23/1999 10:45:34 Last Update:05/04/2002 07:35:19 Staff ID Last Update:TANKS Spill Action Spill Action:File Established Followup Done Spill Action Person: Date Added:08/23/1999 10:45:34 Last Update:05/04/2002 07:35:19 Staff ID Last Update:TANKS Site:Unknown Us Highway N 212 Chaska MN uu-MPCA AI-894055707-bb Agency Interest ID: 211968 Latitude (Site): County Code (Map): Longitude (Site): County (Map): Point Y(Site): Latitude (Map): Point X(Site): Longitude (Map): County Code (Req): Point Y(Map): County (Req): Point X(Map): Latitude (Req): County (Site): Longitude (Req): Name (Map): Address (Map): City (Map): State (Map): ZIP (Map): Loc Desc (Map): Name (Site): Address (Site): City (Site): State (Site): ZIP (Site): MPCA AI 417 44 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Name (Req):Unknown Address (Req):Us Highway N 212 City (Req):Chaska State (Req):MN ZIP (Req): Loc Desc (Req): Data Source:MPCA Agency Interests: File Request Agency Interests: File Request Details Item ID: 211968-AISI0000211968 Int Doc ID:0 Status: Active SI Type:CON Status Date: SI Cat:AISI Program: SI ID:211968 CTU Code: SI Cat Desc:Agency Interest CTU Name: Description: PLS Twsp: SI Designation: Range : Cong Dist: Range Dir: House Dist: Section: Senate Dist: Quarters: TRDSQQ: Collection Date: Ref Code: Tmsp Created: 3/21/1996 Ref Desc: User Created: DELTA_M_R2 Verified:No Tmsp Updt: 5/4/2002 User Updt:TANKS Spatial ID: Name:Unknown Program List: HUC 8: HUC 8 Name: HUC 10: HUC 10 Name: HUC 12: HUC 12 Name: SI Type Desc:Conventional Site DWSMA Code: DWSMA Name: Method Code: Method Desc: Site:CITY OF CHASKA PIONEER TRAIL MN 55318 CHASKA MN 55318 uu-SPILLS-860713835-bb Incident ID: 31108 AI ID Source: Incident Status: Closed or Completed Source Address:660 Victoria Dr Incident Type: Transformer Source City:Chaska Incident Date: 8/18/1999 Source State:MN Program: Emergency Response Source Zip:55318 Closure Type: Latitude: County: Carver Longitude: Coord Method: Location:PIONEER TRAIL MN 55318 **Note: Many records provided by the department have a truncated LOCATION field. Lead Investigator and Duty Officer Substances:70 gallons Mineral Oil Duty Officer No: Lead Investigator:Richard Kable Site: US 212 MN CHASKA MN uu-SPILLS-860710570-bb Incident ID: 24444 AI ID Source: Incident Status: Closed or Completed Source Address: Incident Type: Leaking Container Source City: Incident Date: 9/25/1996 Source State: SPILLS SPILLS 418 45 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Program: Emergency Response Source Zip: Closure Type: Response/Action Completed Latitude: County: Carver Longitude: Coord Method: Location:US 212 MN **Note: Many records provided by the department have a truncated LOCATION field. Lead Investigator and Duty Officer Substances:0 unknown units Other substance Duty Officer No: Lead Investigator:Mark Oemichen Site: Pioneer Trail MN Chanhassen MN uu-SPILLS-860702765-bb Incident ID: 70252 AI ID Source: Incident Status: Closed or Completed Source Address: Incident Type: Spill or Release Source City: Incident Date: 5/16/2007 Source State: Program: Emergency Response Source Zip: Closure Type: Response/Action Completed Latitude: County: Hennepin Longitude: Coord Method: Location:Pioneer Trail MN **Note: Many records provided by the department have a truncated LOCATION field. Lead Investigator and Duty Officer Substances:unknown units Unknown substance Duty Officer No:88948 Lead Investigator:Walter Haas Site: Just N of Pioneer Trail MN Eden Prairie MN uu-SPILLS-860697904-bb Incident ID: 52404 AI ID Source: Incident Status: Closed or Completed Source Address: Incident Type: Spill or Release Source City: Incident Date: 6/24/2000 Source State: Program: Emergency Response Source Zip: Closure Type: No Action Necessary Latitude: County: Hennepin Longitude: Coord Method: Location:Just N of Pioneer Trail MN **Note: Many records provided by the department have a truncated LOCATION field. Lead Investigator and Duty Officer Substances:2 gallons Gasoline, Leaded Duty Officer No:18499 Lead Investigator:Stephen Lee Site:Unknown US Highway N 212 MN Chaska MN uu-SPILLS-860684200-bb Incident ID: 21669 AI ID Source:211968 Incident Status: Closed or Completed Source Address:Us Highway N 212 Incident Type: Spill or Release Source City:Chaska Incident Date: 6/13/1995 Source State:MN Program: Emergency Response Source Zip: Closure Type: Latitude: County: Carver Longitude: SPILLS SPILLS SPILLS 419 46 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Coord Method: Location:US Highway N 212 MN **Note: Many records provided by the department have a truncated LOCATION field. Lead Investigator and Duty Officer Substances:0 gallons Petroleum Other Duty Officer No: Lead Investigator:Mark Oemichen Site: Highway 212 MN 55318 Carver MN uu-SPILLS-860681534-bb Incident ID: 66160 AI ID Source: Incident Status: Closed or Completed Source Address: Incident Type: Spill or Release Source City: Incident Date: 1/1/2010 Source State: Program: Emergency Response Source Zip: Closure Type: Response/Action Completed Latitude: County: Carver Longitude: Coord Method: Location:Highway 212 MN 55318 **Note: Many records provided by the department have a truncated LOCATION field. SPILLS 420 47 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 h-Appendix: Database Descriptions Environmental Risk Information Services (ERIS) can search the following databases. The extent of historical information varies with each database and current information is determined by what is publicly available to ERIS at the time of update. ERIS updates databases as set out in ASTM Standard E1527-13 and E1527-21, Section 8.1.8 Sources of Standard Source Information: "Government information from nongovernmental sources may be considered current if the source updates the information at least every 90 days, or, for information that is updated less frequently than quarterly by the government agency, within 90 days of the date the government agency makes the information available to the public." Standard Environmental Record Sources Federal National Priority List:rr-NPL-bb Sites on the United States Environmental Protection Agency (EPA)'s National Priorities List of the most serious uncontrolled or abandoned hazardous waste sites identified for possible long-term remedial action under the Superfund program. The NPL, which EPA is required to update at least once a year, is based primarily on the score a site receives from EPA's Hazard Ranking System. A site must be on the NPL to receive money from the Superfund Trust Fund for remedial action. Sites are represented by boundaries where available in the EPA Superfund Site Boundaries maintained by the Shared Enterprise Geodata and Services (SEGS). Site boundaries represent the footprint of a whole site, the sum of all of the Operable Units and the current understanding of the full extent of contamination; for Federal Facility sites, the total site polygon may be the Facility boundary. Where there is no polygon boundary data available for a given site, the site is represented as a point. Government Publication Date: Oct 26, 2023 National Priority List - Proposed:rr-PROPOSED NPL-bb Sites proposed by the United States Environmental Protection Agency (EPA), the state agency, or concerned citizens for addition to the National Priorities List (NPL) due to contamination by hazardous waste and identified by the EPA as a candidate for cleanup because it poses a risk to human health and/or the environment. Sites are represented by boundaries where available in the EPA Superfund Site Boundaries maintained by the Shared Enterprise Geodata and Services (SEGS). Site boundaries represent the footprint of a whole site, the sum of all of the Operable Units and the current understanding of the full extent of contamination; for Federal Facility sites, the total site polygon may be the Facility boundary. Where there is no polygon boundary data available for a given site, the site is represented as a point. Government Publication Date: Oct 26, 2023 Deleted NPL:rr-DELETED NPL-bb Sites deleted from the United States Environmental Protection Agency (EPA)'s National Priorities List. The National Oil and Hazardous Substances Pollution Contingency Plan (NCP) establishes the criteria that the EPA uses to delete sites from the NPL. In accordance with 40 CFR 300.425.(e), sites may be deleted from the NPL where no further response is appropriate. Sites are represented by boundaries where available in the EPA Superfund Site Boundaries maintained by the Shared Enterprise Geodata and Services (SEGS). Site boundaries represent the footprint of a whole site, the sum of all of the Operable Units and the current understanding of the full extent of contamination; for Federal Facility sites, the total site polygon may be the Facility boundary. Where there is no polygon boundary data available for a given site, the site is represented as a point. Government Publication Date: Oct 26, 2023 SEMS List 8R Active Site Inventory:rr-SEMS-bb The U.S. Environmental Protection Agency's (EPA) Superfund Program has deployed the Superfund Enterprise Management System (SEMS), which integrates multiple legacy systems into a comprehensive tracking and reporting tool. This inventory contains active sites evaluated by the Superfund program that are either proposed to be or are on the National Priorities List (NPL) as well as sites that are in the screening and assessment phase for possible inclusion on the NPL. The Active Site Inventory Report displays site and location information at active SEMS sites. An active site is one at which site assessment, removal, remedial, enforcement, cost recovery, or oversight activities are being planned or conducted. This data includes SEMS sites from the List 8R Active file as well as applicable sites from the SEMS GIS/REST file layer obtained from EPA's Facility Registry Service. Government Publication Date: Sep 19, 2023 NPL PROPOSED NPL DELETED NPL SEMS Appendix: Database Descriptions 421 48 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Inventory of Open Dumps, June 1985:rr-ODI-bb The Resource Conservation and Recovery Act (RCRA) provides for publication of an inventory of open dumps. The Act defines "open dumps" as facilities which do not comply with EPA's "Criteria for Classification of Solid Waste Disposal Facilities and Practices" (40 CFR 257). Government Publication Date: Jun 1985 SEMS List 8R Archive Sites:rr-SEMS ARCHIVE-bb The U.S. Environmental Protection Agency's (EPA) Superfund Enterprise Management System (SEMS) Archived Site Inventory displays site and location information at sites archived from SEMS. An archived site is one at which EPA has determined that assessment has been completed and no further remedial action is planned under the Superfund program at this time. This data includes sites from the List 8R Archived site file. Government Publication Date: Sep 19, 2023 Comprehensive Environmental Response, Compensation and Liability Information System - CERCLIS: rr-CERCLIS-bb Superfund is a program administered by the United States Environmental Protection Agency (EPA) to locate, investigate, and clean up the worst hazardous waste sites throughout the United States. CERCLIS is a database of potential and confirmed hazardous waste sites at which the EPA Superfund program has some involvement. It contains sites that are either proposed to be or are on the National Priorities List (NPL) as well as sites that are in the screening and assessment phase for possible inclusion on the NPL. The EPA administers the Superfund program in cooperation with individual states and tribal governments; this database is made available by the EPA. Government Publication Date: Oct 25, 2013 EPA Report on the Status of Open Dumps on Indian Lands:rr-IODI-bb Public Law 103-399, The Indian Lands Open Dump Cleanup Act of 1994, enacted October 22, 1994, identified congressional concerns that solid waste open dump sites located on American Indian or Alaska Native (AI/AN) lands threaten the health and safety of residents of those lands and contiguous areas. The purpose of the Act is to identify the location of open dumps on Indian lands, assess the relative health and environment hazards posed by those sites, and provide financial and technical assistance to Indian tribal governments to close such dumps in compliance with Federal standards and regulations or standards promulgated by Indian Tribal governments or Alaska Native entities. Government Publication Date: Dec 31, 1998 CERCLIS - No Further Remedial Action Planned:rr-CERCLIS NFRAP-bb An archived site is one at which EPA has determined that assessment has been completed and no further remedial action is planned under the Superfund program at this time. The Archive designation means that, to the best of EPA's knowledge, assessment at a site has been completed and that EPA has determined no further steps will be taken to list this site on the National Priorities List (NPL). This decision does not necessarily mean that there is no hazard associated with a given site; it only means that, based upon available information, the location is not judged to be a potential NPL site. Government Publication Date: Oct 25, 2013 CERCLIS Liens:rr-CERCLIS LIENS-bb A Federal Superfund lien exists at any property where EPA has incurred Superfund costs to address contamination ("Superfund site") and has provided notice of liability to the property owner. A Federal CERCLA ("Superfund") lien can exist by operation of law at any site or property at which EPA has spent Superfund monies. This database is made available by the United States Environmental Protection Agency (EPA). This database was provided by the United States Environmental Protection Agency (EPA). Refer to SEMS LIEN as the current data source for Superfund Liens. Government Publication Date: Jan 30, 2014 RCRA CORRACTS-Corrective Action:rr-RCRA CORRACTS-bb RCRA Info is the U.S. Environmental Protection Agency's (EPA) comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. At these sites, the Corrective Action Program ensures that cleanups occur. EPA and state regulators work with facilities and communities to design remedies based on the contamination, geology, and anticipated use unique to each site. Government Publication Date: Oct 2, 2023 RCRA non-CORRACTS TSD Facilities:rr-RCRA TSD-bb RCRA Info is the U.S. Environmental Protection Agency's (EPA) comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. This database includes Non- Corrective Action sites that have indicated engagement in the treatment, storage, or disposal of hazardous waste which requires a RCRA hazardous waste permit. Government Publication Date: Oct 2, 2023 ODI SEMS ARCHIVE CERCLIS IODI CERCLIS NFRAP CERCLIS LIENS RCRA CORRACTS RCRA TSD 422 49 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 RCRA Generator List:rr-RCRA LQG-bb RCRA Info is the U.S. Environmental Protection Agency's (EPA) comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. RCRA Info replaces the data recording and reporting abilities of the Resource Conservation and Recovery Information System (RCRIS) and the Biennial Reporting System (BRS). A hazardous waste generator is any person or site whose processes and actions create hazardous waste (see 40 CFR 260.10). Large Quantity Generators (LQGs) generate 1,000 kilograms per month or more of hazardous waste or more than one kilogram per month of acutely hazardous waste. Government Publication Date: Oct 2, 2023 RCRA Small Quantity Generators List:rr-RCRA SQG-bb RCRA Info is the U.S. Environmental Protection Agency's (EPA) comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. RCRA Info replaces the data recording and reporting abilities of the Resource Conservation and Recovery Information System (RCRIS) and the Biennial Reporting System (BRS). A hazardous waste generator is any person or site whose processes and actions create hazardous waste (see 40 CFR 260.10). Small Quantity Generators (SQGs) generate more than 100 kilograms, but less than 1,000 kilograms, of hazardous waste per month. Government Publication Date: Oct 2, 2023 RCRA Very Small Quantity Generators List:rr-RCRA VSQG-bb RCRA Info is the U.S. Environmental Protection Agency's (EPA) comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. A hazardous waste generator is any person or site whose processes and actions create hazardous waste (see 40 CFR 260.10). Very Small Quantity Generators (VSQG) generate 100 kilograms or less per month of hazardous waste, or one kilogram or less per month of acutely hazardous waste. Additionally, VSQG may not accumulate more than 1,000 kilograms of hazardous waste at any time. Government Publication Date: Oct 2, 2023 RCRA Non-Generators:rr-RCRA NON GEN-bb RCRA Info is the U.S. Environmental Protection Agency's (EPA) comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. RCRA Info replaces the data recording and reporting abilities of the Resource Conservation and Recovery Information System (RCRIS) and the Biennial Reporting System (BRS). A hazardous waste generator is any person or site whose processes and actions create hazardous waste (see 40 CFR 260.10). Non-Generators do not presently generate hazardous waste. Government Publication Date: Oct 2, 2023 RCRA Sites with Controls:rr-RCRA CONTROLS-bb List of Resource Conservation and Recovery Act (RCRA) facilities with institutional controls in place. RCRA gives the U.S. Environmental Protection Agency (EPA) the authority to control hazardous waste from the "cradle-to-grave." This includes the generation, transportation, treatment, storage, and disposal of hazardous waste. RCRA also set forth a framework for the management of non-hazardous solid wastes. The 1986 amendments to RCRA enabled EPA to address environmental problems that could result from underground tanks storing petroleum and other hazardous substances. Government Publication Date: Oct 2, 2023 Federal Engineering Controls-ECs:rr-FED ENG-bb This list of Engineering controls (ECs) is provided by the United States Environmental Protection Agency (EPA). ECs encompass a variety of engineered and constructed physical barriers (e.g., soil capping, sub-surface venting systems, mitigation barriers, fences) to contain and/or prevent exposure to contamination on a property. The EC listing includes remedy component data from Superfund decision documents issued in fiscal years 1982-2021 for applicable sites on the final or deleted on the National Priorities List (NPL); and sites with a Superfund Alternative Approach (SAA) Agreement in place. The only sites included that are not on the NPL; proposed for NPL; or removed from proposed NPL, are those with an SAA Agreement in place. Government Publication Date: Dec 26, 2023 Federal Institutional Controls- ICs:rr-FED INST-bb This list of Institutional controls (ICs) is provided by the United States Environmental Protection Agency (EPA). ICs are non-engineered instruments, such as administrative and legal controls, that help minimize the potential for human exposure to contamination and/or protect the integrity of the remedy. Although it is EPA's expectation that treatment or engineering controls will be used to address principal threat wastes and that groundwater will be returned to its beneficial use whenever practicable, ICs play an important role in site remedies because they reduce exposure to contamination by limiting land or resource use and guide human behavior at a site. The IC listing includes remedy component data from Superfund decision documents issued in fiscal years 1982-2021 for applicable sites on the final or deleted on the National Priorities List (NPL); and sites with a Superfund Alternative Approach (SAA) Agreement in place. The only sites included that are not on the NPL; proposed for NPL; or removed from proposed NPL, are those with an SAA Agreement in place. Government Publication Date: Dec 26, 2023 RCRA LQG RCRA SQG RCRA VSQG RCRA NON GEN RCRA CONTROLS FED ENG FED INST 423 50 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Land Use Control Information System:rr-LUCIS-bb The LUCIS database is maintained by the U.S. Department of the Navy and contains information for former Base Realignment and Closure (BRAC) properties across the United States. Government Publication Date: Sep 1, 2006 Institutional Control Boundaries at NPL sites:rr-NPL IC-bb Boundaries of Institutional Control areas at sites on the United States Environmental Protection Agency (EPA)'s National Priorities List, or Proposed or Deleted, made available by the EPA's Shared Enterprise Geodata and Services (SEGS). United States Environmental Protection Agency (EPA)'s National Priorities List of the most serious uncontrolled or abandoned hazardous waste sites identified for possible long-term remedial action under the Superfund program. Institutional controls are non-engineered instruments such as administrative and legal controls that help minimize the potential for human exposure to contamination and/or protect the integrity of the remedy. Government Publication Date: Oct 26, 2023 Emergency Response Notification System:rr-ERNS 1982 TO 1986-bb Database of oil and hazardous substances spill reports controlled by the National Response Center. The primary function of the National Response Center is to serve as the sole national point of contact for reporting oil, chemical, radiological, biological, and etiological discharges into the environment anywhere in the United States and its territories. Government Publication Date: 1982-1986 Emergency Response Notification System:rr-ERNS 1987 TO 1989-bb Database of oil and hazardous substances spill reports controlled by the National Response Center. The primary function of the National Response Center is to serve as the sole national point of contact for reporting oil, chemical, radiological, biological, and etiological discharges into the environment anywhere in the United States and its territories. Government Publication Date: 1987-1989 Emergency Response Notification System:rr-ERNS-bb Database of oil and hazardous substances spill reports made available by the United States Coast Guard National Response Center (NRC). The NRC fields initial reports for pollution and railroad incidents and forwards that information to appropriate federal/state agencies for response. These data contain initial incident data that has not been validated or investigated by a federal/state response agency. Government Publication Date: Aug 12, 2023 The Assessment, Cleanup and Redevelopment Exchange System (ACRES) Brownfield Database:rr-FED BROWNFIELDS-bb Brownfields are real property, the expansion, redevelopment, or reuse of which may be complicated by the presence or potential presence of a hazardous substance, pollutant, or contaminant. Cleaning up and reinvesting in these properties protects the environment, reduces blight, and takes development pressures off greenspaces and working lands. This data is provided by the United States Environmental Protection Agency (EPA) and includes Brownfield sites from the Cleanups in My Community (CIMC) web application. Government Publication Date: Mar 13, 2023 FEMA Underground Storage Tank Listing:rr-FEMA UST-bb The Federal Emergency Management Agency (FEMA) of the Department of Homeland Security maintains a list of FEMA owned underground storage tanks. Government Publication Date: Dec 31, 2017 Facility Response Plan:rr-FRP-bb This listing contains facilities that have submitted Facility Response Plans (FRPs) to the U.S. Environmental Protection Agency (EPA). Facilities that could reasonably be expected to cause "substantial harm" to the environment by discharging oil into or on navigable waters are required to prepare and submit FRPs. Harm is determined based on total oil storage capacity, secondary containment and age of tanks, oil transfer activities, history of discharges, proximity to a public drinking water intake or sensitive environments. This listing includes FRP facilities from an applicable EPA FOIA file and Homeland Infrastructure Foundation-Level Data (HIFLD) data file. Government Publication Date: May 2, 2023 Delisted Facility Response Plans:rr-DELISTED FRP-bb Facilities that once appeared in - and have since been removed from - the list of facilities that have submitted Facility Response Plans (FRP) to EPA. Facilities that could reasonably be expected to cause "substantial harm" to the environment by discharging oil into or on navigable waters are required to prepare and submit Facility Response Plans (FRPs). Harm is determined based on total oil storage capacity, secondary containment and age of tanks, oil transfer activities, history of discharges, proximity to a public drinking water intake or sensitive environments. Government Publication Date: May 2, 2023 LUCIS NPL IC ERNS 1982 TO 1986 ERNS 1987 TO 1989 ERNS FED BROWNFIELDS FEMA UST FRP DELISTED FRP 424 51 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Historical Gas Stations:rr-HIST GAS STATIONS-bb This historic directory of service stations is provided by the Cities Service Company. The directory includes Cities Service filling stations that were located throughout the United States in 1930. Government Publication Date: Jul 1, 1930 Petroleum Refineries:rr-REFN-bb List of petroleum refineries from the U.S. Energy Information Administration (EIA) Refinery Capacity Report. Includes operating and idle petroleum refineries (including new refineries under construction) and refineries shut down during the previous year located in the 50 States, the District of Columbia, Puerto Rico, the Virgin Islands, Guam, and other U.S. possessions. Survey locations adjusted using public data. Government Publication Date: Sep 20, 2023 Petroleum Product and Crude Oil Rail Terminals:rr-BULK TERMINAL-bb A list of petroleum product and crude oil rail terminals from the U.S. Energy Information Administration (EIA), as well as petroleum terminals sourced from the Federal Communications Commission Data hosted by the Homeland Infrastructure Foundation-Level Database. Data includes operable bulk petroleum product terminals with a total bulk shell storage capacity of 50,000 barrels or more, and/or the ability to receive volumes from tanker, barge, or pipeline; also rail terminals handling the loading and unloading of crude oil with activity between 2017 and 2018. EIA petroleum product terminal data comes from the EIA-815 Bulk Terminal and Blender Report, which includes working, shell in operation, and shell idle for several major product groupings. Government Publication Date: Sep 22, 2023 LIEN on Property:rr-SEMS LIEN-bb The U.S. Environmental Protection Agency's (EPA) Superfund Enterprise Management System (SEMS) provides Lien details on applicable properties, such as the Superfund lien on property activity, the lien property information, and the parties associated with the lien. Government Publication Date: Sep 19, 2023 Superfund Decision Documents:rr-SUPERFUND ROD-bb This database contains a list of decision documents for Superfund sites. Decision documents serve to provide the reasoning for the choice of (or) changes to a Superfund Site cleanup plan. The decision documents include completed Records of Decision (ROD), ROD Amendments, Explanations of Significant Differences (ESD) for active and archived sites stored in the Superfund Enterprise Management System (SEMS), along with other associated memos and files. This information is maintained and made available by the U.S. Environmental Protection Agency. Government Publication Date: Dec 26, 2023 Formerly Utilized Sites Remedial Action Program:rr-DOE FUSRAP-bb The U.S. Department of Energy (DOE) established the Formerly Utilized Sites Remedial Action Program (FUSRAP) in 1974 to remediate sites where radioactive contamination remained from the Manhattan Project and early U.S. Atomic Energy Commission (AEC) operations. The DOE Office of Legacy Management (LM) established long-term surveillance and maintenance (LTS&M) requirements for remediated FUSRAP sites. DOE evaluates the final site conditions of a remediated site on the basis of risk for different future uses. DOE then confirms that LTS&M requirements will maintain protectiveness. Government Publication Date: Mar 4, 2017 State Minnesota Permanent List of Priorities:rr-PLP-bb The state Superfund sites in Minnesota are listed on the Minnesota Permanent List of Priorities (PLP). The hazardous waste sites on the PLP are in various stages of remediation. At these sites investigation and cleanup are needed, cleanup is underway, or cleanup has been completed and long-term monitoring or maintenance continues. This data is made available by the Minnesota Pollution Control Agency (MPCA). This database is state equivalent NPL. Government Publication Date: Nov 27, 2023 Delisted Permanent List of Priorities (PLP):rr-DEL PLP-bb This list contains sites that were previously included in Permanent List of Priorities (PLP) maintained by Minnesota's Pollution Control Agency (MPCA) but have now been delisted. This database is state equivalent NPL. Government Publication Date: Nov 27, 2023 Minnesota Site Remediation Section Database:rr-SHWS-bb The Site Remediation Section identifies, investigates, and determines appropriate cleanup plans for abandoned or uncontrolled hazardous waste sites where a release or potential release of a hazardous substance poses a risk to human health or the environment. This data is made available by the Minnesota Pollution Control Agency (MPCA)'s Site Remediation Section. This database is state equivalent CERCLIS. HIST GAS STATIONS REFN BULK TERMINAL SEMS LIEN SUPERFUND ROD DOE FUSRAP PLP DEL PLP SHWS 425 52 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Government Publication Date: Nov 27, 2023 MPCA Site Assessment and Emergency Response Sites:rr-SITE ASSESSMENT-bb List of active and closed sites that are currently under site assessment by Minnesota Pollution Control Agency (MPCA) and are a part of MPCA Remediation Sites list, and Emergency Management Sites where a chemical spill or some other environmental incident occurred that required immediate action to protect human health and the environment (includes only Emergency Management Sites that require significant staff involvement). Government Publication Date: Nov 27, 2023 Permitted Solid Waste Facilities:rr-SWF/LF-bb A list of permitted solid waste and landfill facilities made available by the Minnesota Pollution Control Agency (MPCA). Government Publication Date: Oct 2, 2023 Closed Landfills Priority List:rr-LCP-bb The Minnesota Legislature enacted the Landfill Cleanup Act (LCA) in 1994 to ensure the proper closure and post-closure care at up to 112 closed, permitted municipal sanitary landfills located throughout the state. Based on this legislation, the Minnesota Pollution Control Agency (MPCA) created the Closed Landfill Program (CLP) to administer the LCA mandates. This data made available by The Minnesota Pollution Control Agency (MPCA). Government Publication Date: Nov 9, 2023 Unpermitted Dump Sites:rr-UNPERMITTED LF-bb The Minnesota Pollution Control Agency (MPCA) defines "dumps" as those landfills that never held a valid permit from the MPCA. Generally, dumps existed prior to the permitting program established with the creation of the MPCA in 1967. This database made available by Minnesota Pollution Control Agency (MPCA). Government Publication Date: Nov 27, 2023 Recycling Markets Directory:rr-RECYCLING-bb The Recycling Markets Directory is provided by the Minnesota Pollution Control Agency (MPCA). The markets in this database accept large (commercial) quantities of materials. Government Publication Date: Nov 10, 2022 Historical Leaking Underground Storage Tanks:rr-HIST LUST-bb A list of leaking underground storage tanks (LUSTs) in the tanks database maintained by the Minnesota Pollution Control Agency (MPCA) up until Nov 01, 2016. Government Publication Date: Nov 1, 2016 Deleted Leaking Underground Storage Tanks:rr-DEL LUST-bb A list of leaking underground storage tanks that are often deleted for various reasons. Deletion occurs primarily due to a duplication, or that the source was determined to not be from a tank. This list was provided by Minnesota Pollution Control Agency. Government Publication Date: Jan 5, 2016 Historical Leaking Aboveground Storage Tanks:rr-HIST LAST-bb A list of leaking aboveground storage tanks (LASTs) in the tanks database maintained by the Minnesota Pollution Control Agency (MPCA) up until Nov 01, 2016. Government Publication Date: Nov 1, 2016 Historical Leak Sites:rr-HIST LEAKSITES-bb A list of leak sites that were neither determined as aboveground nor underground in the tanks database maintained by the Minnesota Pollution Control Agency (MPCA) up until Nov 01, 2016. Government Publication Date: Nov 1, 2016 MPCA Remediation Leak Sites:rr-LST REM SITE-bb A list of leak sites in which Minnesota Pollution Control Agency (MPCA) is involved in remediation activities, this list is published by MPCA. Government Publication Date: Nov 27, 2023 MPCA Tank Incidents:rr-LST INCIDENT-bb A list of leaking and registered tank sites in Minnesota that includes locations, details of tank installation and construction, and installed safety measures. This list is provided by Minnesota Pollution Control Agency (MPCA). Government Publication Date: Nov 27, 2023 SITE ASSESSMENT SWF/LF LCP UNPERMITTED LF RECYCLING HIST LUST DEL LUST HIST LAST HIST LEAKSITES LST REM SITE LST INCIDENT 426 53 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Delisted Leaking Storage Tanks:rr-DELISTED LST-bb This database contains a list of closed leaking storage tank sites that were removed from the Minnesota Pollution Control Agency (MPCA). Government Publication Date: Nov 27, 2023 Underground Storage Tanks:rr-UST-bb In Minnesota, there are about 18,000 regulated underground storage tanks (USTs) currently in use. The Underground Storage Tank Program in the Minnesota Pollution Control Agency (MPCA) was created to help prevent contamination caused by leaking tanks. This is a list that contains all regulated USTs. This data made available by The Minnesota Pollution Control Agency (MPCA). Government Publication Date: Nov 27, 2023 Minnesota Above Ground Storage Tanks:rr-AST-bb There are more than 20,000 regulated above-ground storage tanks (ASTs) currently in use across Minnesota. Most tanks located above ground containing liquid substances (i.e., not gaseous or solid at ambient temperature and pressure) are subject to the Minnesota Pollution Control Agency's (MPCA) rules for design and operation of ASTs. This list contains ASTs regulated by MPCA. This data made available by Minnesota Pollution Control Agency (MPCA). Government Publication Date: Nov 27, 2023 Tank Sites:rr-HIST TANK-bb A list of tank sites not included in AST or UST, this list maintained by the Minnesota Pollution Control Agency (MPCA) up until Dec 30, 2016. Government Publication Date: Dec 30, 2016 Delisted Storage Tanks:rr-DELISTED TANK-bb This database contains a list of storage tank sites that were removed from the Minnesota Pollution Control Agency (MPCA). Government Publication Date: Nov 27, 2023 Sites with Institutional Control Events:rr-INST-bb A list made available by the Minnesota Pollution Control Agency (MPCA) consisting of remediation sites that have various institutional controls in place. Government Publication Date: Oct 13, 2023 Agricultural Contingency Sites Boundaries:rr-AG CONTINGENCY-bb The Minnesota Department of Agriculture (MDA) Incident Response Unit (IRU) is the state lead agency for the investigation and remediation of incidents involving agricultural chemicals (pesticides and fertilizer). This MDA IRU database includes sites with a soil or ground water contingency, deed restriction, local ordinance, restrictive covenant or deed affidavit in place. The accuracy of the boundaries of these sites can be variable - in most cases, the site boundaries should be considered as only representing the vicinity of the soil or ground water contingency area or plume. Government Publication Date: Dec 12, 2023 Petroleum Brownfields Program Sites:rr-BROWNFIELDS-bb The Minnesota Pollution Control Agency (MPCA)'s Petroleum Brownfields Program handles petroleum contamination under the Petroleum Tank Release Cleanup Act (Minnesota Statutes § 115C). This data made available by The Minnesota Pollution Control Agency (MPCA). Government Publication Date: Nov 27, 2023 Voluntary Investigation and Cleanup Program List:rr-VIC-bb The Minnesota Pollution Control Agency's (MPCA) Brownfield Program consists of an integrated program called the Voluntary Investigation and Cleanup (VIC) Program. This program handles hazardous substance contamination under Minnesota's Environmental Response and Liability Act (Minnesota Statutes § 115B). This database made available by Minnesota Pollution Control Agency (MPCA). Government Publication Date: Nov 27, 2023 Potential Voluntary Investigation and Cleanup Program Sites:rr-POTENTIAL VIC-bb This listing of Potential Voluntary Investigation and Cleanup Program sites is provided by the Minnesota Pollution Control Agency (MPCA). These potential sites have not yet entered into the VIC Program until an application has been received at the MPCA. Government Publication Date: Apr 22, 2016 MPCA Agency Interests:rr-MPCA AI-bb Facility, site and project locations from the Minnesota Pollution Control Agency's enterprise database, representing locations associated with waste water, storm water, hazardous waste, feedlot, solid waste, tanks, remediation, and other agency programs. Includes records from "What's In My Neighborhood Sites". DELISTED LST UST AST HIST TANK DELISTED TANK INST AG CONTINGENCY BROWNFIELDS VIC POTENTIAL VIC MPCA AI 427 54 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Government Publication Date: Oct 13, 2023 Tribal Leaking Underground Storage Tanks on Tribal/Indian Lands:rr-INDIAN LUST-bb This list of leaking underground storage tanks (LUSTs) on Tribal/Indian Lands in Region 5, which includes Minnesota, is made available by the United States Environmental Protection Agency (EPA). Government Publication Date: Oct 17, 2023 Underground Storage Tanks on Tribal/Indian Lands:rr-INDIAN UST-bb This list of underground storage tanks (USTs) on Tribal/Indian Lands in Region 5, which includes Minnesota, is made available by the United States Environmental Protection Agency (EPA). Government Publication Date: Oct 17, 2023 Delisted Tribal Leaking Storage Tanks:rr-DELISTED INDIAN LST-bb Leaking Underground Storage Tank (LUST) facilities which once appeared on - and have since been removed from - the Regional Tribal/Indian LUST lists made available by the United States Environmental Protection Agency (EPA). Government Publication Date: Oct 27, 2023 Delisted Tribal Underground Storage Tanks:rr-DELISTED INDIAN UST-bb Underground Storage Tank (UST) facilities which once appeared on - and have since been removed from - the Regional Tribal/Indian UST lists made available by the United States Environmental Protection Agency (EPA). Government Publication Date: Oct 27, 2023 County No County standard environmental record sources available for this State. Additional Environmental Record Sources Federal PFAS Greenhouse Gas Emissions Data:rr-PFAS GHG-bb The U.S. Environmental Protection Agency's Greenhouse Gas Reporting Program (GHGRP) collects Greenhouse Gas (GHG) data from large emitting facilities (25,000 metric tons of carbon dioxide equivalent (CO2e) per year), and suppliers of fossil fuels and industrial gases that results in GHG emissions when used. Includes GHG emissions data for facilities that emit or have emitted since 2010 chemicals identified in EPA's CompTox Chemicals Dashboard list of PFAS without explicit structures and list of PFAS structures by DSSTox. PFAS emissions data has been identified for facilities engaged in the following industrial processes: Aluminum Production (GHGRP Subpart F), HCFC-22 Production and HFC-23 Destruction (Subpart O), Electronics Manufacturing (Subpart I), Fluorinated Gas Production (Subpart L), Magnesium Production (Subpart T), Electrical Transmission and Distribution Equipment Use (Subpart DD), and Manufacture of Electric Transmission and Distribution Equipment (Subpart SS). Over time, other industrial processes with required GHGRP reporting may include PFAS emissions data and the list of reportable gases may change over time. Government Publication Date: Nov 15, 2023 Facility Registry Service/Facility Index:rr-FINDS/FRS-bb The Facility Registry Service (FRS) is a centrally managed database that identifies facilities, sites, or places subject to environmental regulations or of environmental interest. FRS creates high-quality, accurate, and authoritative facility identification records through rigorous verification and management procedures that incorporate information from program national systems, state master facility records, and data collected from EPA's Central Data Exchange registrations and data management personnel. This list is made available by the U.S. Environmental Protection Agency (EPA). Government Publication Date: Sep 8, 2023 Toxics Release Inventory (TRI) Program:rr-TRIS-bb INDIAN LUST INDIAN UST DELISTED INDIAN LST DELISTED INDIAN UST PFAS GHG FINDS/FRS TRIS 428 55 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 The U.S. Environmental Protection Agency's Toxics Release Inventory (TRI) is a database containing data on disposal or other releases of toxic chemicals from U.S. facilities and information about how facilities manage those chemicals through recycling, energy recovery, and treatment. There are currently 770 individually listed chemicals and 33 chemical categories covered by the TRI Program. Facilities that manufacture, process or otherwise use these chemicals in amounts above established levels must submit annual reporting forms for each chemical. Note that the TRI chemical list does not include all toxic chemicals used in the U.S. One of TRI's primary purposes is to inform communities about toxic chemical releases to the environment. Government Publication Date: Oct 19, 2022 PFOA/PFOS Contaminated Sites:rr-PFAS NPL-bb This list of Superfund Sites with Per- and Polyfluoroalkyl Substances (PFAS) detections is made available by the U.S. Environmental Protection Agency (EPA) in their PFAS Analytic Tools data, previously the list was obtained by EPA FOIA requests. EPA's Office of Land and Emergency Management and EPA Regional Offices maintain what is known about site investigations, contamination, and remedial actions under the Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA) where PFAS is present in the environment. Limitations: Detections of PFAS at National Priorities List (NPL) sites do not mean that people are at risk from PFAS, are exposed to PFAS, or that the site is the source of the PFAS. The information in the Superfund NPL and Superfund Alternative Agreement (SAA) PFAS detection site list is years old and may not be accurate today. Site information such as site name, site ID, and location has been confirmed for accuracy; however, PFAS-related information such as media sampled, drinking water being above the health advisory, or mitigation efforts has not been verified. For Federal Facilities data, the other Federal agencies (OFA) are the lead agency for their data and provided them to EPA. Government Publication Date: Dec 18, 2023 Federal Agency Locations with Known or Suspected PFAS Detections:rr-PFAS FED SITES-bb List of Federal agency locations with known or suspected detections of Per- and Polyfluoroalkyl Substances (PFAS), made available by the U.S. Environmental Protection Agency (EPA) in their PFAS Analytic Tools data. EPA outlines that these data are gathered from several federal entities, such as the Federal Superfund program, Department of Defense (DOD), National Aeronautics and Space Administration, Department of Transportation, and Department of Energy. The dates this data was extracted for the PFAS Analytic Tools range from March 2022 to September 2023. Sites on this list do not necessarily reflect the source/s of PFAS contamination and detections do not indicate level of risk or human exposure at the site. Agricultural notifications in this data are limited to DOD sites only. At this time, the EPA is aware that this list is not comprehensive of all Federal agencies. Government Publication Date: Sep 5, 2023 SSEHRI PFAS Contamination Sites:rr-PFAS SSEHRI-bb This PFAS Contamination Site Tracker database is compiled by the Social Science Environmental Health Research Institute (SSEHRI) at Northeastern University. According to the SSEHRI, the database records qualitative and quantitative data from each known site of PFAS contamination, including timeline of discovery, sources, levels, health impacts, community response, and government response. The goal of this database is to compile information and support public understanding of the rapidly unfolding issue of PFAS contamination. All data presented was extracted from government websites, news articles, or publicly available documents, and this is cited in the tracker. Locations for the Known PFAS Contamination Sites are sourced from the PFAS Sites and Community Resources Map, credited to the Northeastern University's PFAS Project Lab, Silent Spring Institute, and the PFAS- REACH team. Disclaimer: The source conveys the data undergoes regular updates as new information becomes available, some sites may be missing and/or contain information that is incorrect or outdated, as well as their information represents all contamination sites SSEHRI is aware of, not all possible contamination sites. This data is not intended to be used for legal purposes. Access the following source link for the most current information: https://pfasproject.com/pfas-sites-and-community-resources/ Government Publication Date: Oct 9, 2022 National Response Center PFAS Spills:rr-ERNS PFAS-bb This Per- and Poly-Fluoroalkyl Substances (PFAS) Spills dataset is made available via the U.S. Environmental Protection Agency's (EPA) PFAS Analytic Tools. The National Response Center (NRC), operated by the U.S. Coast Guard, is the designated federal point of contact for reporting all oil, chemical, and other discharges into the environment, for the United States and its territories. This dataset contains NRC spill information from 1990 to the present that is restricted to records associated with PFAS and PFAS-containing materials. Incidents are filtered to include only records with a "Material Involved" or "Incident Description" related to Aqueous Film Forming Foam (AFFF). The keywords used to filter the data included "AFFF," "Fire Fighting Foam," "Aqueous Film Forming Foam," "Fire Suppressant Foam, "PFAS," "PERFL," "PFOA," "PFOS," and "Genx." Limitations: The data from the NRC website contains initial incident data that has not been validated or investigated by a federal/state response agency. Keyword searches may misidentify some incident reports that do not contain PFAS. This dataset should also not be considered to be exhaustive of all PFAS spills/release incidents. Government Publication Date: Nov 21, 2023 PFAS NPDES Discharge Monitoring:rr-PFAS NPDES-bb PFAS NPL PFAS FED SITES PFAS SSEHRI ERNS PFAS PFAS NPDES 429 56 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 This list of National Pollutant Discharge Elimination System (NPDES) permitted facilities with required monitoring for Per- and Polyfluoroalkyl (PFAS) Substances is made available via the U.S. Environmental Protection Agency (EPA)'s PFAS Analytic Tools. Any point-source wastewater discharger to waters of the United States must have a NPDES permit, which defines a set of parameters for pollutants and monitoring to ensure that the discharge does not degrade water quality or impair human health. This list includes NPDES permitted facilities associated with permits that monitor for Per- and Polyfluoroalkyl Substances (PFAS), limited to the years 2007 - present. EPA further advises the following regarding these data: currently, fewer than half of states have required PFAS monitoring for at least one of their permittees, and fewer states have established PFAS effluent limits for permittees. For states that may have required monitoring, some reporting and data transfer issues may exist on a state-by-state basis. Government Publication Date: Nov 27, 2023 Perfluorinated Alkyl Substances (PFAS) from Toxic Release Inventory:rr-PFAS TRI-bb List of Toxics Release Inventory (TRI) facilities at which the reported chemical is a per- or polyfluoroalkyl (PFAS) substance included in the U.S. Environmental Protection Agency's (EPA) consolidated PFAS Master List of PFAS Substances. Encompasses Toxics Release Inventory records included in the EPA PFAS Analytic Tools. The EPA's TRI database currently tracks information on disposal or releases of 770 individually listed toxic chemicals and 33 chemical categories from thousands of U.S. facilities and details about how facilities manage those chemicals through recycling, energy recovery, and treatment. Government Publication Date: Oct 19, 2022 Perfluorinated Alkyl Substances (PFAS) Water Quality:rr-PFAS WATER-bb The Water Quality Portal (WQP) is a cooperative service sponsored by the United States Geological Survey (USGS), the Environmental Protection Agency (EPA), and the National Water Quality Monitoring Council (NWQMC). This listing includes records from the Water Quality Portal where the characteristic (environmental measurement) is in the Environmental Protection Agency (EPA)'s consolidated Master List of PFAS Substances. Government Publication Date: Jul 20, 2020 PFAS TSCA Manufacture and Import Facilities:rr-PFAS TSCA-bb The U.S. Environmental Protection Agency (EPA) issued the Chemical Data Reporting (CDR) Rule under the Toxic Substances Control Act (TSCA) and requires chemical manufacturers and facilities that manufacture or import chemical substances to report data to EPA. This list is specific only to TSCA Manufacture and Import Facilities with reported per- and poly-fluoroalkyl (PFAS) substances. Data file is sourced from EPA's PFAS Analytic Tools TSCA dataset which includes CDR/Inventory Update Reporting data from 1998 up to 2020. Disclaimer: This data file includes production and importation data for chemicals identified in EPA's CompTox Chemicals Dashboard list of PFAS without explicit structures and list of PFAS structures in DSSTox. Note that some regulations have specific chemical structure requirements that define PFAS differently than the lists in EPA's CompTox Chemicals Dashboard. Reporting information on manufactured or imported chemical substance amounts should not be compared between facilities, as some companies claim Chemical Data Reporting Rule data fields for PFAS information as Confidential Business Information. Government Publication Date: Jan 5, 2023 PFAS Waste Transfers from RCRA e-Manifest :rr-PFAS E-MANIFEST-bb This Per- and Poly-Fluoroalkyl Substances (PFAS) Waste Transfers dataset is made available via the U.S. Environmental Protection Agency's (EPA) PFAS Analytic Tools. Every shipment of hazardous waste in the U.S. must be accompanied by a shipment manifest, which is a critical component of the cradle-to-grave tracking of wastes mandated by the Resource Conservation and Recovery Act (RCRA). According to the EPA, currently no Federal Waste Code exists for any PFAS compounds. To work around the lack of PFAS waste codes in the RCRA database, EPA developed the PFAS Transfers dataset by mining e-Manifest records containing at least one of these common PFAS keywords: • PFAS • PFOA • PFOS • PERFL • AFFF • GENX • GEN-X (plus the Vermont state-specific waste codes). Limitations: Amount or concentration of PFAS being transferred cannot be determined from the manifest information. Keyword searches may misidentify some manifest records that do not contain PFAS. This dataset should also not be considered to be exhaustive of all PFAS waste transfers. Government Publication Date: Dec 13, 2023 PFAS Industry Sectors:rr-PFAS IND-bb This Per- and Poly-Fluoroalkyl Substances (PFAS) Industry Sectors dataset is made available via the U.S. Environmental Protection Agency's (EPA) PFAS Analytic Tools. The EPA developed the dataset from various sources that show which industries may be handling PFAS including: EPA's Enforcement and Compliance History Online (ECHO) records restricted to potential PFAS-handling industry sectors; ECHO records for Fire Training Sites identified where fire-fighting foam may have been used in training exercises; and 14 CFR Part 139 Airports compiled from historic and current records from the FAA Airport Data and Information Portal. Since July 2006, all certificated Part 139 Airports are required to have fire-fighting foam onsite that meet certain military specifications, which to date have been fluorinated (Aqueous Film Forming Foam). Limitations: Inclusion in this dataset does not indicate that PFAS are being manufactured, processed, used, or released by the facility. Listed facilities potentially handle PFAS based on their industrial profile, but are unconfirmed by the EPA. Keyword searches in ECHO for Fire Training sites may misidentify some facilities and should not be considered to be an exhaustive list of fire training facilities in the U.S. Government Publication Date: Dec 4, 2023 Hazardous Materials Information Reporting System:rr-HMIRS-bb PFAS TRI PFAS WATER PFAS TSCA PFAS E-MANIFEST PFAS IND HMIRS 430 57 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 The Hazardous Materials Incident Reporting System (HMIRS) database contains unintentional hazardous materials release information reported to the U.S. Department of Transportation, Pipeline and Hazardous Materials Safety Administration. Government Publication Date: Nov 26, 2023 National Clandestine Drug Labs:rr-NCDL-bb The U.S. Department of Justice ("the Department"), Drug Enforcement Administration (DEA), provides this data as a public service. It contains addresses of some locations where law enforcement agencies reported they found chemicals or other items that indicated the presence of either clandestine drug laboratories or dumpsites. In most cases, the source of the entries is not the Department, and the Department has not verified the entry and does not guarantee its accuracy. Government Publication Date: Jul 26, 2023 Toxic Substances Control Act:rr-TSCA-bb The Environmental Protection Agency (EPA) is amending the Toxic Substances Control Act (TSCA) section 8(a) Inventory Update Reporting (IUR) rule and changing its name to the Chemical Data Reporting (CDR) rule. The CDR enables EPA to collect and publish information on the manufacturing, processing, and use of commercial chemical substances and mixtures (referred to hereafter as chemical substances) on the TSCA Chemical Substance Inventory (TSCA Inventory). This includes current information on chemical substance production volumes, manufacturing sites, and how the chemical substances are used. This information helps the Agency determine whether people or the environment are potentially exposed to reported chemical substances. EPA publishes submitted CDR data that is not Confidential Business Information (CBI). Government Publication Date: Apr 11, 2019 Hist TSCA:rr-HIST TSCA-bb The Environmental Protection Agency (EPA) is amending the Toxic Substances Control Act (TSCA) section 8(a) Inventory Update Reporting (IUR) rule and changing its name to the Chemical Data Reporting (CDR) rule. The 2006 IUR data summary report includes information about chemicals manufactured or imported in quantities of 25,000 pounds or more at a single site during calendar year 2005. In addition to the basic manufacturing information collected in previous reporting cycles, the 2006 cycle is the first time EPA collected information to characterize exposure during manufacturing, processing and use of organic chemicals. The 2006 cycle also is the first time manufacturers of inorganic chemicals were required to report basic manufacturing information. Government Publication Date: Dec 31, 2006 FTTS Administrative Case Listing:rr-FTTS ADMIN-bb An administrative case listing from the Federal Insecticide, Fungicide, & Rodenticide Act (FIFRA) and Toxic Substances Control Act (TSCA), together known as FTTS. This database was obtained from the Environmental Protection Agency's (EPA) National Compliance Database (NCDB). The FTTS and NCDB was shut down in 2006. Government Publication Date: Jan 19, 2007 FTTS Inspection Case Listing:rr-FTTS INSP-bb An inspection case listing from the Federal Insecticide, Fungicide, & Rodenticide Act (FIFRA) and Toxic Substances Control Act (TSCA), together known as FTTS. This database was obtained from the Environmental Protection Agency's (EPA) National Compliance Database (NCDB). The FTTS and NCDB was shut down in 2006. Government Publication Date: Jan 19, 2007 Potentially Responsible Parties List:rr-PRP-bb Early in the site cleanup process, the U.S. Environmental Protection Agency (EPA) conducts a search to find the Potentially Responsible Parties (PRPs). The EPA looks for evidence to determine liability by matching wastes found at the site with parties that may have contributed wastes to the site. This listing contains PRPs, Noticed Parties, at sites in the EPA's Superfund Enterprise Management System (SEMS). Government Publication Date: Nov 14, 2023 State Coalition for Remediation of Drycleaners Listing:rr-SCRD DRYCLEANER-bb The State Coalition for Remediation of Drycleaners (SCRD) was established in 1998, with support from the U.S. Environmental Protection Agency (EPA) Office of Superfund Remediation and Technology Innovation. Coalition members are states with mandated programs and funding for drycleaner site remediation. Current members are Alabama, Connecticut, Florida, Illinois, Kansas, Minnesota, Missouri, North Carolina, Oregon, South Carolina, Tennessee, Texas, and Wisconsin. Since 2017, the SCRD no longer maintains this data, refer to applicable state source data where available. Government Publication Date: Nov 08, 2017 Integrated Compliance Information System (ICIS):rr-ICIS-bb NCDL TSCA HIST TSCA FTTS ADMIN FTTS INSP PRP SCRD DRYCLEANER ICIS 431 58 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 The Integrated Compliance Information System (ICIS) database contains integrated enforcement and compliance information across most of U.S. Environmental Protection Agency's (EPA) programs. The vision for ICIS is to replace EPA's independent databases that contain enforcement data with a single repository for that information. Currently, ICIS contains all Federal Administrative and Judicial enforcement actions and a subset of the Permit Compliance System (PCS), which supports the National Pollutant Discharge Elimination System (NPDES). This information is maintained by the EPA Headquarters and at the Regional offices. A future release of ICIS will completely replace PCS and will integrate that information with Federal actions already in the system. ICIS also has the capability to track other activities that support compliance and enforcement programs, including incident tracking, compliance assistance, and compliance monitoring. Government Publication Date: Jan 21, 2023 Drycleaner Facilities:rr-FED DRYCLEANERS-bb A list of drycleaner facilities from Enforcement and Compliance History Online (ECHO) data as made available by the U.S. Environmental Protection Agency (EPA), sourced from the ECHO Exporter file. The EPA tracks facilities that possess NAIC and SIC codes that classify businesses as drycleaner establishments. Government Publication Date: Jul 23, 2023 Delisted Drycleaner Facilities:rr-DELISTED FED DRY-bb List of sites removed from the list of Drycleaner Facilities (sites in the EPA's Integrated Compliance Information System (ICIS) with NAIC or SIC codes identifying the business as a drycleaner establishment). Government Publication Date: Jul 23, 2023 Formerly Used Defense Sites:rr-FUDS-bb Formerly Used Defense Sites (FUDS) are properties that were formerly owned by, leased to, or otherwise possessed by and under the jurisdiction of the Secretary of Defense prior to October 1986, where the Department of Defense (DOD) is responsible for an environmental restoration. The FUDS Annual Report to Congress (ARC) is published by the U.S. Army Corps of Engineers (USACE). This data is compiled from the USACE's Geospatial FUDS data layers and Homeland Infrastructure Foundation-Level Data (HIFLD) FUDS dataset which applies to the Fiscal Year 2021 FUDS Inventory. Government Publication Date: May 15, 2023 FUDS Munitions Response Sites:rr-FUDS MRS-bb Boundaries of Munitions Response Sites (MRS), published with the Formerly Used Defense Sites (FUDS) Annual Report to Congress (ARC) by the U.S. Army Corps of Engineers (USACE). An MRS is a discrete location within a Munitions response area (MRA) that is known to require a munitions response. An MRA means any area on a defense site that is known or suspected to contain unexploded ordnance (UXO), discarded military munitions (DMM), or munitions constituents (MC). This data is compiled from the USACE's Geospatial MRS data layers and Homeland Infrastructure Foundation- Level Data (HIFLD) MRS dataset. Government Publication Date: May 15, 2023 Former Military Nike Missile Sites:rr-FORMER NIKE-bb This information was taken from report DRXTH-AS-IA-83A016 (Historical Overview of the Nike Missile System, 12/1984) which was performed by Environmental Science and Engineering, Inc. for the U.S. Army Toxic and Hazardous Materials Agency Assessment Division. The Nike system was deployed between 1954 and the mid-1970's. Among the substances used or stored on Nike sites were liquid missile fuel (JP-4); starter fluids (UDKH, aniline, and furfuryl alcohol); oxidizer (IRFNA); hydrocarbons (motor oil, hydraulic fluid, diesel fuel, gasoline, heating oil); solvents (carbon tetrachloride, trichloroethylene, trichloroethane, stoddard solvent); and battery electrolyte. The quantities of material a disposed of and procedures for disposal are not documented in published reports. Virtually all information concerning the potential for contamination at Nike sites is confined to personnel who were assigned to Nike sites. During deactivation most hardware was shipped to depot-level supply points. There were reportedly instances where excess materials were disposed of on or near the site itself at closure. There was reportedly no routine site decontamination. Government Publication Date: Dec 2, 1984 PHMSA Pipeline Safety Flagged Incidents:rr-PIPELINE INCIDENT-bb This list of flagged pipeline incidents is made available by the U.S. Department of Transportation (US DOT) Pipeline and Hazardous Materials Safety Administration (PHMSA). PHMSA regulations require incident and accident reports for five different pipeline system types. Accidents reported on hazardous liquid gravity lines (§195.13) and reporting-regulated-only hazardous liquid gathering lines (§195.15) and incidents reported on Type R gas gathering (§192.8(c)) are not included in the flagged incident file data. Government Publication Date: Nov 6, 2023 Material Licensing Tracking System (MLTS):rr-MLTS-bb A list of sites that store radioactive material subject to the Nuclear Regulatory Commission (NRC) licensing requirements. This list is maintained by the NRC. As of September 2016, the NRC no longer releases location information for sites. Site locations were last received in July 2016. Government Publication Date: May 11, 2021 FED DRYCLEANERS DELISTED FED DRY FUDS FUDS MRS FORMER NIKE PIPELINE INCIDENT MLTS 432 59 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Historic Material Licensing Tracking System (MLTS) sites:rr-HIST MLTS-bb A historic list of sites that have inactive licenses and/or removed from the Material Licensing Tracking System (MLTS). In some cases, a site is removed from the MLTS when the state becomes an "Agreement State". An Agreement State is a State that has signed an agreement with the Nuclear Regulatory Commission (NRC) authorizing the State to regulate certain uses of radioactive materials within the State. Government Publication Date: Jan 31, 2010 Mines Master Index File:rr-MINES-bb The Master Index File (MIF) is provided by the United States Department of Labor, Mine Safety and Health Administration (MSHA). This file, which was originally created in the 1970's, contained many Mine-IDs that were invalid. MSHA removes invalid IDs from the MIF upon discovery. MSHA applicable data includes the following: all Coal and Metal/Non-Metal mines under MSHA's jurisdiction since 1/1/1970; mine addresses for all mines in the database except for Abandoned mines prior to 1998 from MSHA's legacy system (addresses may or may not correspond with the physical location of the mine itself); violations that have been assessed penalties as a result of MSHA inspections beginning on 1/1/2000; and violations issued as a result of MSHA inspections conducted beginning on 1/1/2000. Government Publication Date: May 1, 2023 Surface Mining Control and Reclamation Act Sites:rr-SMCRA-bb An inventory of land and water impacted by past mining (primarily coal mining) is maintained by the Office of Surface Mining Reclamation and Enforcement (OSMRE) to provide information needed to implement the Surface Mining Control and Reclamation Act of 1977 (SMCRA). This inventory contains information on the type and extent of Abandoned Mine Land (AML) impacts, as well as information on the cost associated with the reclamation of those problems. The data is based upon field surveys by State, Tribal, and OSMRE program officials. It is dynamic to the extent that it is modified as new problems are identified and existing problems are reclaimed. Disclaimer: Per the OSMRE, States and tribes who enter their data into eAMLIS (AML Inventory System) may truncate their latitude and longitude so the precise location of usually dangerous AMLs is not revealed in an effort to protect the public from searching for these AMLs, most of which are on private property. If more precise location information is needed, please contact the applicable state/tribe of interest. Government Publication Date: Jun 13, 2023 Mineral Resource Data System:rr-MRDS-bb The Mineral Resource Data System (MRDS) is a collection of reports describing metallic and nonmetallic mineral resources throughout the world. Included are deposit name, location, commodity, deposit description, geologic characteristics, production, reserves, resources, and references. This database contains the records previously provided in the Mineral Resource Data System (MRDS) of USGS and the Mineral Availability System/Mineral Industry Locator System (MAS/MILS) originated in the U.S. Bureau of Mines, which is now part of USGS. The USGS has ceased systematic updates of the MRDS database with their focus more recently on deposits of critical minerals while providing a well-documented baseline of historical mine locations from USGS topographic maps. Government Publication Date: Mar 15, 2016 DOE Legacy Management Sites:rr-LM SITES-bb The U.S. Department of Energy (DOE) Office of Legacy Management (LM) currently manages radioactive and chemical waste, environmental contamination, and hazardous material at over 100 sites across the U.S. The LM manages sites with diverse regulatory drivers (statutes or programs that direct cleanup and management requirements at DOE sites) or as part of internal DOE or congressionally-recognized programs, such as but not limited to: Formerly Utilized Sites Remedial Action Program (FUSRAP), Uranium Mill Tailings Radiation Control Act (UMTRCA Title I, Tile II), Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA), Resource Conservation and Recovery Act (RCRA), Decontamination and Decommissioning (D&D), Nuclear Waste Policy Act (NWPA). This site listing includes data exported from the DOE Office of LM' s Geospatial Environmental Mapping System (GEMS). GEMS Data disclaimer: The DOE Office of LM makes no representation or warranty, expressed or implied, regarding the use, accuracy, availability, or completeness of the data presented herein. Government Publication Date: Dec 12, 2023 Alternative Fueling Stations:rr-ALT FUELS-bb This list of alternative fueling stations is sourced from the Alternative Fuels Data Center (AFDC). The U.S. Department of Energy's Office of Energy Efficiency & Renewable Energy launched the AFDC in 1991 as a repository for alternative fuel vehicle performance data, which provides a wealth of information and data on alternative and renewable fuels, advanced vehicles, fuel-saving strategies, and emerging transportation technologies. The data includes Biodiesel (B20 and above), Compressed Natural Gas (CNG), Electric, Ethanol (E85), Hydrogen, Liquefied Natural Gas (LNG), Propane (LPG), and Renewable Diesel (R20 and above) fuel type locations. Government Publication Date: Aug 30, 2023 Superfunds Consent Decrees:rr-CONSENT DECREES-bb HIST MLTS MINES SMCRA MRDS LM SITES ALT FUELS CONSENT DECREES 433 60 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 This list of Superfund consent decrees is provided by the Department of Justice, Environment & Natural Resources Division (ENRD) through a Freedom of Information Act (FOIA) applicable file. This listing includes Consent Decrees for CERCLA or Superfund Sites filed and/or as proposed within the ENRD's Case Management System (CMS) since 2010. CMS may not reflect the latest developments in a case nor can the agency guarantee the accuracy of the data. ENRD Disclaimer: Congress excluded three discrete categories of law enforcement and national security records from the requirements of the FOIA; response is limited to those records that are subject to the requirements of the FOIA; however, this should not be taken as an indication that excluded records do, or do not, exist. Government Publication Date: Apr 19, 2023 Air Facility System:rr-AFS-bb This EPA retired Air Facility System (AFS) dataset contains emissions, compliance, and enforcement data on stationary sources of air pollution. Regulated sources cover a wide spectrum; from large industrial facilities to relatively small operations such as dry cleaners. AFS does not contain data on facilities that are solely asbestos demolition and/or renovation contractors, or landfills. ECHO Clean Air Act data from AFS are frozen and reflect data as of October 17, 2014; the EPA retired this system for Clean Air Act stationary sources and transitioned to ICIS-Air. Government Publication Date: Oct 17, 2014 Registered Pesticide Establishments:rr-SSTS-bb This national list of active EPA-registered foreign and domestic pesticide and/or device-producing establishments is based on data from the Section Seven Tracking System (SSTS). The Federal Insecticide, Fungicide, and Rodenticide Act (FIFRA) Section 7 requires that each producing establishment must place its EPA establishment number on the label or immediate container of each pesticide, active ingredient or device produced. An EPA establishment number on a pesticide product label identifies the EPA registered location where the product was produced. The list of establishments is made available by the U.S. Environmental Protection Agency (EPA). Government Publication Date: Mar 1, 2023 Polychlorinated Biphenyl (PCB) Transformers:rr-PCBT-bb Locations of Transformers Containing Polychlorinated Biphenyls (PCBs) registered with the United States Environmental Protection Agency. PCB transformer owners must register their transformer(s) with EPA. Although not required, PCB transformer owners who have removed and properly disposed of a registered PCB transformer may notify EPA to have their PCB transformer de-registered. Data made available by EPA. Government Publication Date: Oct 15, 2019 Polychlorinated Biphenyl (PCB) Notifiers:rr-PCB-bb Facilities included in the national list of facilities that have notified the United States Environmental Protection Agency (EPA) of Polychlorinated Biphenyl (PCB) activities. Any company or person storing, transporting or disposing of PCBs or conducting PCB research and development must notify the EPA and receive an identification number. Government Publication Date: Oct 30, 2023 State Spills reported to the Pollution Control Agency:rr-SPILLS-bb The Minn. Stat. §115.061, which has been in effect since 1969, describes the duty of people to notify the Minnesota Pollution Control Agency (MPCA) when spills occur. This is the list of spills reported to MPCA, and the list maintained by The Minnesota Pollution Control Agency (MPCA). Government Publication Date: Nov 27, 2023 Department of Agriculture Spills:rr-AG SPILLS-bb The Minnesota Department of Agriculture Incident Response Unit is the regulatory authority of Agricultural Chemical (Ag-Chem) Incidents in Minnesota. This list contains pesticide and fertilizer incidents reported to the Response Unit. This data made available by The Minnesota Department of Agriculture, Incident Response Unit. Government Publication Date: Dec 12, 2023 Historic spills reported to the Pollution Control Agency:rr-HIST SPL-bb The Minn. Stat. §115.061, which has been in effect since 1969, describes the duty of people to notify the Minnesota Pollution Control Agency (MPCA) when spills occur. This is the list of spills reported to MPCA, and maintained by The Minnesota Pollution Control Agency (MPCA). This list was maintained till 1 Nov 2016. Government Publication Date: Nov 1, 2016 Registered Dry Cleaning Facilities:rr-DRYCLEANERS-bb The Minnesota Pollution Control Agency (MPCA) maintains this listing of registered dry cleaning facilities. Government Publication Date: Sep 28, 2021 AFS SSTS PCBT PCB SPILLS AG SPILLS HIST SPL DRYCLEANERS 434 61 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 Delisted Drycleaners:rr-DELISTED DRYCLEANERS-bb List of sites that once appeared on - and have since been removed from - the list of registered dry cleaning facilities made available by the Minnesota Pollution Control Agency (MPCA). Government Publication Date: Sep 28, 2021 PFAS in Groundwater Samples:rr-PFAS GW-bb A list of sites from the Minnesota Groundwater Contamination Atlas where Per- and Polyfluoroalkyl Substances (PFAS) were found in groundwater samples. This list is made available by the Minnesota Pollution Control Agency. Government Publication Date: Nov 12, 2021 PFAS in Landfills:rr-PFAS LANDFILL-bb A list of sites in the Closed Landfill Program where Per- or polyfluorinated alkyl substances (PFAS) have been detected. This list is made available by the Minnesota Pollution Control Agency (MPCA). Government Publication Date: Jan 3, 2024 Clandestine Drug Labs:rr-CDL-bb The Methamphetamine Laboratory Program at the Minnesota Department of Health (MDH) works to protect human health by providing technical advice on the remediation of clandestine methamphetamine production laboratories (meth labs) and decontamination of property exposed to meth lab activities. Government Publication Date: Aug 23, 2021 Animal Feedlots:rr-FEEDLOTS-bb The Minnesota Pollution Control Agency (MPCA) tracks locations of animal feedlot facilities. The locations of animal feedlots provide information and context to support decisions on animal health, land use, and maintaining environmental quality. Government Publication Date: May 1, 2023 Tier 2 Report:rr-TIER 2-bb A list of Tier 2 Facilities in Minnesota. This list is provided by Minnesota Department of Public Safety overseen by the Division of Homeland Security and Emergency Management. Government Publication Date: Sep 14, 2022 Bulk Storage Permits:rr-BULK STORAGE-bb The Minnesota Department of Agriculture's Licensing Information System (LIS) lists individuals or companies who hold licenses, certificates and/or permits required by state law and regulated by the Department. This database only contains those LIS licenses related to anhydrous ammonia storage facilities and bulk pesticide/ fertilizer storage facilities. Government Publication Date: Nov 21, 2023 Tribal No Tribal additional environmental record sources available for this State. County No County additional environmental record sources available for this State. DELISTED DRYCLEANERS PFAS GW PFAS LANDFILL CDL FEEDLOTS TIER 2 BULK STORAGE 435 62 erisinfo.com | Environmental Risk Information Services Order No: 24020200719 h-Definitions Database Descriptions:This section provides a detailed explanation for each database including:source,information available,time coverage,and acronyms used.They are listed in alphabetic order. Detail Report:This is the section of the report which provides the most detail for each individual record.Records are summarized by location,starting with the project property followed by records in closest proximity. Distance:The distance value is the distance between plotted points,not necessarily the distance between the sites'boundaries.All values are an approximation. Direction: The direction value is the compass direction of the site in respect to the project property and/or center point of the report. Elevation:The elevation value is taken from the location at which the records for the site address have been plotted.All values are an approximation. Source:Google Elevation API. Executive Summary:This portion of the report is divided into 3 sections: 'Report Summary'-Displays a chart indicating how many records fall on the project property and,within the report search radii. 'Site Report Summary'-Project Property'-This section lists all the records which fall on the project property.For more details,see the 'Detail Report' section. 'Site Report Summary-Surrounding Properties'-This section summarizes all records on adjacent properties,listing them in order of proximity from the project property.For more details,see the 'Detail Report'section. Map Key:The map key number is assigned according to closest proximity from the project property.Map Key numbers always start at #1.The project property will always have a map key of '1'if records are available.If there is a number in brackets beside the main number,this will indicate the number of records on that specific property.If there is no number in brackets,there is only one record for that property. The symbol and colour used indicates 'elevation':the red inverted triangle will dictate 'ERIS Sites with Lower Elevation',the yellow triangle will dictate 'ERIS Sites with Higher Elevation'and the orange square will dictate 'ERIS Sites with Same Elevation.' Unplottables:These are records that could not be mapped due to various reasons,including limited geographic information.These records may or may not be in your study area,and are included as reference. Definitions 436 Appendix C: Historical Resources 437 HIG Research Summary Site Location Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Requested by Westwood Professional Services, Inc. 12701 Whitewater Drive Minnetonka, MN This Research Summary identifies the products and services provided by Historical Information Gatherers, Inc. (HIG) for the above referenced site location. All products are provided as PDFs unless otherwise noted. Historical Aerial Photographs Aerial photographs of the site location were used to create a multi-page file named AerialPhotos. Each aerial photograph has a title block that includes the year and scale of the photograph as well as project information submitted at the time the order was placed. The years provided are: 1937, 1940, 1947, 1953, 1957, 1963, 1966, 1970, 1975, 1980, 1984, 1991, 1997, 2000, 2003, 2008, 2013, 2017, 2021 City Directory Pages/Abstracts Research Methodology: A search was conducted for city directories that include coverage of the site area using HIG's City Directory Collection and other sources, if needed. Directories for the following years were identified for the site area. A comma between date ranges indicates a gap of 10 years or more in available city directories: Carver-Scott-Wright Counties 2007-2018 Minneapolis Cross Reference 1977-2017 The above listed directories were reviewed at approximate 5 year intervals to determine if the street(s) specified in the order were included in the directories and had listings for the site area. HIG attempted to identify former street names and aliases and if identified, these were also included in the review. Research Results: City directory information, when provided, was used to create a multi-page file(s) named CD- followed by the street name. When City Directory Pages are provided, the publication name and date are shown at the top of each page. When a City Directory abstract is provided, the first page of the abstract includes the relevant publication information. The years of coverage identified for each street and any identified historical street names are as follows: Bluff Creek Dr (1977-2018) Pioneer Trail / County Road 14 (1977-2018) FIM+ Maps The HIG Historical Map Collection and the United States Library of Congress Map Collection were searched for fire insurance maps (FIMs), real estate atlases and similar maps for the site location and adjoining properties. No FIMs or similar maps were identified for the site location and/or adjoining properties. Database Report An ERIS Database Report is provided as a file named DBR. Topographic Maps The HIG Historical Map Collection was searched for topographic maps for the site location and adjoining properties. Maps from the HIG Collection were used to create a multi-page file named TopoMaps. The years provided are: 1905, 1907, 1958, 1972, 1993, 2013, 2016, 2019 HIG Project # 2080143 Client Project # R0050930.00 Date Created 02/05/2024 Historical Information Gatherers • www.historicalinfo.com • 952-253-2004 • Page 1 of 2 438 Up to four different topographic maps may have been used to create a unified map showing the site location in the center. Unified maps show subdued modern topo features where corresponding maps of the same year were not published. The date in large font on each map is the date HIG has attributed to the map based on the date of first publication, or the most recent date of map inspection or revision. The definitions below provide clarification regarding the dates included in the HIG title block for each map. Base Map Year - The year when a topographic map was first published or the date the map was significantly revised and given a new base map date. Photo Year - The date of the most recent aerial photography used to create, revise, or inspect the map. Photoinspected Year - The year the base map was compared to a more recent aerial photograph. If the comparison showed that no changes were needed, the map was marked photoinspected and no changes were made to the map. Photorevised Year - During the photo inspection process, if enough changes were observed, the map would be revised by adding the new features. These changes were not field checked and are shown in purple on the photorevised maps. Disclaimer & Limitation of Liability This Research Summary and the related documents and images provided by Historical Information Gatherers (hereafter referred to as the “Site Specific HIG Data”) contain information obtained from a variety of public and private sources. Additional information for the site and surrounding properties may exist. Accordingly, there can be no guaranty or warranty that the information provided is complete for its particular intended purpose. No warranty expressed or implied, is made whatsoever in connection with the Site Specific HIG Data. Historical Information Gatherers specifically disclaims the making of any such warranties, including without limitation, merchantability or fitness for a particular purpose. Historical Information Gatherers, its officers, employees and independent contractors cannot be held liable to anyone for any loss or damage, whether arising out of errors or omissions, negligence, accident or any other cause, resulting directly or indirectly from any information provided or any information not provided in the Site Specific HIG Data. Any liability on the part of Historical Information Gatherers is strictly limited to a refund equal to the amount paid for the Site Specific HIG Data. HIG Copyright Notice This Research Summary and the selection, arrangement and compilation of Site Specific HIG Data are the property of Historical Information Gatherers. © Copyright 2024 by Historical Information Gatherers, Inc. All rights reserved. The person or entity that ordered and paid for the Site Specific HIG Data is granted a personal, non-assignable, limited license to reproduce the Site Specific HIG Data solely for purposes of providing supporting documentation for reports produced for the site location which is noted on page one of this Research Summary. Any other reproduction or other use of the Site Specific HIG Data in any media or format, in whole or in part, is expressly prohibited without prior written permission from Historical Information Gatherers, and the person or entity that ordered and paid for the Site Specific HIG Data assumes all liability for the making of any such reproductions. Licensing Agreement The licensing agreement between Historical Information Gatherers and infoGroup provides that Historical Information Gatherers may create photocopies or reproductions of portions of Polk City Directories, Hill-Donnelley Criss-Cross Directories and other directories under infoGroup copyright. The licensing agreement also permits the person or entity that ordered and paid for the Site Specific HIG Data to include photocopies or reproductions of portions of Polk City Directories, Hill-Donnelley Criss-Cross Directories and other directories under infoGroup copyright as supporting documents for reports produced for the site which is the subject of the Site Specific HIG Data. Historical Information Gatherers • www.historicalinfo.com • 952-253-2004 • Page 2 of 2 439 2021´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 440 2017´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 441 2013´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 442 2008´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 443 2003´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 444 2000´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 445 1997´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 446 1991´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 447 1984´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 448 1980´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 449 1975´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 450 1970´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 451 1966´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 452 1963´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 453 1957´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 454 1953´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 455 1947´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 456 1940´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 457 1937´HIG Project # 2080143 Client Project # R0050930.00 Approximate Scale 1: 6,000 (1"=500') Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Site boundaries shown in red are approximate www.historicalinfo.com 458 Fire Insurance Maps No Coverage Statement Site Location Bluff Creek Drive Development Bluff Creek Drive Chanhassan, MN Requested by Westwood Professional Services, Inc. 12701 Whitewater Drive Minnetonka, MN FIM+ Maps The HIG Historical Map Collection and the United States Library of Congress Map Collection were searched for fire insurance maps (FIMs), real estate atlases and similar maps for the site location and adjoining properties. No FIMs or similar maps were identified for the site location and/or adjoining properties. HIG Project # 2080143 Client Project # R0050930.00 Date Created 02/05/2024 Historical Information Gatherers • www.historicalinfo.com • 952-253-2004 • Page 1 of 1 459 Aerial Photo Topo Updates Zone | Topographic Map Name | Publisher | Map Size |B ase Map |Photo Year|Insp ected| Revised All S hakopee, MN USGS 7½' x 7½' 2019 -- -- -- 2019 NAD 1983 UTM Zone 15N1: 24,000 (1"=2,000') 0 1Distance in Miles Site information: Bluff Creek Drive DevelopmentBluff Creek DriveChanhassan, MN 55317 Unified maps show subdued modern topo features wherecorresponding maps of the same year were not published.Westwood project #R0050930.00HIG #2080143 completed: 02/05/2024 Site bou ndaries sho wn in red a re a pproximate 460 Aerial Photo Topo Updates Zone | Topographic Map Name | Publisher | Map Size |B ase Map |Photo Year|Insp ected| Revised All S hakopee, MN USGS 7½' x 7½' 2016 -- -- -- 2016 NAD 1983 UTM Zone 15N1: 24,000 (1"=2,000') 0 1Distance in Miles Site information: Bluff Creek Drive DevelopmentBluff Creek DriveChanhassan, MN 55317 Unified maps show subdued modern topo features wherecorresponding maps of the same year were not published.Westwood project #R0050930.00HIG #2080143 completed: 02/05/2024 Site bou ndaries sho wn in red a re a pproximate 461 Aerial Photo Topo Updates Zone | Topographic Map Name | Publisher | Map Size |B ase Map |Photo Year|Insp ected| Revised All S hakopee, MN USGS 7½' x 7½' 2013 -- -- -- 2013 NAD 1983 UTM Zone 15N1: 24,000 (1"=2,000') 0 1Distance in Miles Site information: Bluff Creek Drive DevelopmentBluff Creek DriveChanhassan, MN 55317 Unified maps show subdued modern topo features wherecorresponding maps of the same year were not published.Westwood project #R0050930.00HIG #2080143 completed: 02/05/2024 Site bou ndaries sho wn in red a re a pproximate 462 Aerial Photo Topo Updates Zone | Topographic Map Name | Publisher | Map Size |B ase Map |Photo Year|Insp ected| Revised All S hakopee, MN USGS 7½' x 7½' 1958 1991 -- 1993 1993 NAD 1983 UTM Zone 15N1: 24,000 (1"=2,000') 0 1Distance in Miles Site information: Bluff Creek Drive DevelopmentBluff Creek DriveChanhassan, MN 55317 Unified maps show subdued modern topo features wherecorresponding maps of the same year were not published.Westwood project #R0050930.00HIG #2080143 completed: 02/05/2024 Site bou ndaries sho wn in red a re a pproximate 463 Aerial Photo Topo Updates Zone | Topographic Map Name | Publisher | Map Size |B ase Map |Photo Year|Insp ected| Revised All S hakopee, MN USGS 7½' x 7½' 1958 1972 -- 1972 1972 NAD 1983 UTM Zone 15N1: 24,000 (1"=2,000') 0 1Distance in Miles Site information: Bluff Creek Drive DevelopmentBluff Creek DriveChanhassan, MN 55317 Unified maps show subdued modern topo features wherecorresponding maps of the same year were not published.Westwood project #R0050930.00HIG #2080143 completed: 02/05/2024 Site bou ndaries sho wn in red a re a pproximate 464 Aerial Photo Topo Updates Zone | Topographic Map Name | Publisher | Map Size |B ase Map |Photo Year|Insp ected| Revised All S hakopee, MN USGS 7½' x 7½' 1958 1953 -- -- 1958 NAD 1983 UTM Zone 15N1: 24,000 (1"=2,000') 0 1Distance in Miles Site information: Bluff Creek Drive DevelopmentBluff Creek DriveChanhassan, MN 55317 Unified maps show subdued modern topo features wherecorresponding maps of the same year were not published.Westwood project #R0050930.00HIG #2080143 completed: 02/05/2024 Site bou ndaries sho wn in red a re a pproximate 465 Aerial Photo Topo Updates Zone | Topographic Map Name | Publisher | Map Size |B ase Map |Photo Year|Insp ected| Revised All L ake Minnetonka, MN USGS 15' x 15' 1958 1953 -- -- 1958 NAD 1983 UTM Zone 15N1: 24,000 (1"=2,000') 0 1Distance in Miles Site information: Bluff Creek Drive DevelopmentBluff Creek DriveChanhassan, MN 55317 Unified maps show subdued modern topo features wherecorresponding maps of the same year were not published.Westwood project #R0050930.00HIG #2080143 completed: 02/05/2024 Site bou ndaries sho wn in red a re a pproximate 466 Aerial Photo Topo Updates Zone | Topographic Map Name | Publisher | Map Size |B ase Map |Photo Year|Insp ected| Revised All M innetonka, MN USGS 15' x 15' 1907 -- -- -- 1907 NAD 1983 UTM Zone 15N1: 24,000 (1"=2,000') 0 1Distance in Miles Site information: Bluff Creek Drive DevelopmentBluff Creek DriveChanhassan, MN 55317 Unified maps show subdued modern topo features wherecorresponding maps of the same year were not published.Westwood project #R0050930.00HIG #2080143 completed: 02/05/2024 Site bou ndaries sho wn in red a re a pproximate 467 Aerial Photo Topo Updates Zone | Topographic Map Name | Publisher | Map Size |B ase Map |Photo Year|Insp ected| Revised All M innetonka, MN USGS 15' x 15' 1905 -- -- -- 1905 NAD 1983 UTM Zone 15N1: 24,000 (1"=2,000') 0 1Distance in Miles Site information: Bluff Creek Drive DevelopmentBluff Creek DriveChanhassan, MN 55317 Unified maps show subdued modern topo features wherecorresponding maps of the same year were not published.Westwood project #R0050930.00HIG #2080143 completed: 02/05/2024 Site bou ndaries sho wn in red a re a pproximate 468 2018 Carver, Scott, & Wright Counties, MN - Polk City Directory 469 2013 Carver, Scott & Wright Counties, MN - Polk City Directory 470 2007 Carver, Scott & Wright Counties, MN - Polk City Directories 471 2002 Minneapolis, MN - Cole Information Services 472 1997-98 Minneapolis, MN - Cole Publications 473 1992-93 Minneapolis, MN - Cole Publications 474 1987-88 Minneapolis, MN - Cole Publications 475 1982-83 Minneapolis, MN - Cole Publications 476 1977 Minneapolis, MN - Cole Publications 477 2018 Carver, Scott, & Wright Counties, MN - Polk City Directory 478 2013 Carver, Scott & Wright Counties, MN - Polk City Directory 479 2007 Carver, Scott & Wright Counties, MN - Polk City Directories 480 2002 Minneapolis, MN - Cole Information Services 481 1997-98 Minneapolis, MN - Cole Publications 482 1992-93 Minneapolis, MN - Cole Publications 483 1987-88 Minneapolis, MN - Cole Publications 484 1982-83 Minneapolis, MN - Cole Publications 485 1977 Minneapolis, MN - Cole Publications 486 Appendix D: Site Photographs 487 1 Western property boundary from the northwest corner 2 Subject Property from the northwest corner 488 3 North property boundary from the northwest corner 4 North property boundary from central location facing west 489 5 Equipment storage along northern property boundary 6 Organic waste in northwest portion 490 7 North central portion of property facing north 8 North-central portion facing south 491 9 Rubber and plastic waste in north-central portion 10 Ditch with silt fence in north-central portion 492 11 Concrete platform in north-central portion 12 Tube attached to ground in north-central portion 493 13 Cut electrical wire in central area 14 Metal and rubber waste in northcentral portion 494 15 Ditch in central portion running east to west 16 Concrete, rubber, and plastic waste in northcentral portion 495 17 Center of Subject Property facing north 18 Pond in northeast corner 496 19 Subject Property from the northeast portion 20 Central location along eastern boundary facing northeast 497 21 Central location along eastern boundary facing west 22 East property boundary from the southeast corner 498 23 Subject Property from the southeast corner 24 South property boundary from the southeast corner 499 25 South-central boundary facing east 26 Central location along eastern boundary facing southwest 500 27 Central location along southern boundary facing north 28 Wood waste pile in central location 501 29 Storm drain along southern boundary 30 Water utility along south boundary 502 31 Water utility along southern boundary 32 South-central location facing east 503 33 South-central portion facing west 34 Central location along southern boundary facing west 504 35 South property boundary from the southwest corner 36 Subject Property from the southwest corner 505 37 West property boundary from the southwest corner 38 West adjoining property from the southwest corner 506 39 West adjoining property from the northwest corner 40 North adjoining property from the northwest corner 507 41 North adjoining property from north-central position 42 East adjoining property from northeast portion 508 43 East adjoining property from east-central boundary 44 East adjoining property from the southeast corner 509 45 South adjoining property from the southeast corner 46 South adjoining property from the southwest corner 510 Appendix E: Supporting Documents 511 Anderson - Bluff Creek Drive U.S. Fish and Wildlife Service, National Standards and Support Team,wetlands_team@fws.gov Wetlands Estuarine and Marine Deepwater Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine February 6, 2024 0 0.1 0.20.05 mi 0 0.2 0.40.1 km 1:7,523 This page was produced by the NWI mapperNational Wetlands Inventory (NWI) This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. 512 Appendix F: Resumes 513 KRYSTAL FISCHER Environmental Scientist – Minneapolis, MN Ms. Fischer is an Environmental Scientist for Westwood’s Minneapolis, Minnesota office. She has experience in environmental due diligence, including site assessments, technical report writing, and the utilization of GIS tools. Ms. Fischer has completed a copious amount of ASTM E1527- and E2247-compliant Phase I Environmental Site Assessments (ESAs) throughout the United States. Ms. Fischer’s experience includes various survey and environmental work such as: ALTA surveys, topographical surveys, construction staking, tree surveys, wetland delineations, and Phase II ESAs. EDUCATION  B.S., Environmental Science, Florida State University, Tallahassee, FL, April 2022 CHRONOLOGY Westwood Professional Services Environmental Scientist December 2022 – Present Survey Crew Instrument Person June 2022 – December 2022 514 JACK BELVEDERE Environmental Scientist Mr. Belvedere is an Environmental Scientist for Westwood’s Minneapolis, Minnesota office. He has over 5 years of experience in environmental due diligence, including site assessments, technical report writing, proposal writing, and peer review. Mr. Belvedere has performed hundreds of ASTM E1527- and E2247-compliant Phase I Environmental Site Assessments (ESAs) throughout the United States. Mr. Belvedere also has experience in Phase II ESAs, groundwater sampling, and soil sampling projects. Education University of Minnesota – Duluth MN: BS Environmental Science, 2018 Registrations / Certifications Geographic Information Science (GIS) Certificate: University of Minnesota Duluth - 2018 Chronology Westwood Professional Services; Minnetonka, MN, May 2018 – Present Environmental Scientist 515 AFFIDAVIT OF PUBLICATION STATE OF MTNNESOTA ) COUNTY OF HENNEPIN CITY OF CHANHASSEN CARVER & HENNEPIN couNTlEs NOTICE OF PUBLIC HEARING PI-ANNING CASE NO.2025-01 NOTICE lS HEREBY GIVEN that the Chanhassen Planning Commis- sion will hold a public hearing on Tu€sday, February 1 8, 2025, at 6:00 p.m. in the Council Chambers in Ghanhassen City Hall, 7700 Market Blvd. The purpose of this h€aring is to consider a request for Pioneer Ridge Development, a 60-town- hom6 devolopmont on 11 .75 acres located at the NE corner of Pioneer Trail and Bluff Creek Boulevard. Proporty Owner Pioneer Ridge, LLC; Applicant: Brandl Anderson Homes. Project documents tor this rcquest are available for public review on the city's website at www.chanhassenmn.gov/ oroooseddevdopments or at City Hall during r€gular business hours. All intsrasted persons are invited to attend this public hearing and expEss their opinions with respect to this proposal. Eric Maass Community Development Director Email: emaass@chanhassenmn.gov Phone: 952-227-1 1 39 Published in the Sun Sailor February6,2025 14491 05 ss I do solemly swear that the notice, as p€r the prooi wils published in the edition of the SS Mtka-Excelsior-Eden Prairie with the known offrce of issue being located in the county oft HENNEPIN with additional circulation in the counties of: HENNEPIN aud has full knowledge of the facts stated below: (A) The newspaper has complied with all of the requirements constituting qualifica- tion as a qualified newspaper as provided by Minn. Stat. $331A.02. (B) This Public Notice was printed and pub- lished in said newspaper(s) once oach week, for I successive week(s); the first insertion being on 0A0612025 and the last insertion being on 0210612025. MORTGAGE FORECLOSI.]RE NOTICES Pursuant to Mnnesota Stat. $580.033 relating to the publication of mortgage foreclosure notices: The newspaper complies with the conditions described in $580.033, subd. l, clause (1) or (2). If the newspaper's known offrce of issue is located in a county adjoining the county where the mortgaged premises or some part of the mortgaged premises described in the notice are located, a substantial portion of the newspaper's circulation is in latter Agent Subscribed and sworn to or affrrmed before me on0210612025 eC/ Notary Public Rate Information: (l) Lowest classified rate paid by commercial users for comparable space: $999.99 per column inch ,ffi Darlene Marie MacPhersonw,# -il'fl?"::g" \WS/ [,ly Commhsion Expires &n.31,20ig Ad ID 1,149105 516 CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF- MINNESOTA) )ss COLINTY OF CARVER ) I, Jenny Potter, being first duly swom. on oath deposes that she is and was on February 6,2025, the duly qualified and acting City Clerk ofthe City ofChanhassen, Minnesotal that on said date she caused to be mailed a copy ofthe attached notice Consider request for Pioneer Ridge Development, a 60-townhome development on 11.75 acres located at the NE corner of Pioneer Trail and Bluff Creek Boulevard. Owner: Pioneer Ridge, LLC, Applicant: Brandl Anderson Homes to the persons named on attached Exhibit "A", by enclosing a copy ofsaid notice in an envelope addressed to such or.vner, and depositing the envelopes addressed to all such owners in the United States mail with postage fully prepaid thereon; that the names and addresses ofsuch owners were those appearing as such by the records ofthe County Treasurer, Carver County, Minnesota, and by other appropriate records. .lennv , City Clerk Subscribed and this lO day o swom to before me ff(brvr^zra )(),1 s-) AMY K. WEIDMAN Notary Public-Minnesota'(Lled,,r"tccrt--,1]\ Notary Public Jnn31,2027 srf*"- 517 Tax name ADAM E HANNEMAN ALEX GOERKE ANDERS J SWERSON ANDREW JOSEPH SWERSON ASHUTOSH DOGRA BENJAMIN MCGIBBON BOBBIE J BERGAN-STICHA BRADLEY & LISA MAIERS REV TRUST BRADLEY S SUNDSTROM BRETT M & DANA C LEGLER JOINT REV TRUST BRIJOY JANARDHANAN BROCK ]USTIN FLUEGGE BRYAN CROES CASSANDRA K KRAUS CHANHASSEN CITY CHARLES FELMLEE CHRIST{NE FAMIANO CHRISTOPHER AN D TRISHA JUHLKE REV TRUSTS CHRISTOPHER R WALTH CULLEN LEAPALDT DANIEL GILMORE DANIEL J CHARBONNEAU DAVID B LEFEVRE DEEPAK AGGARWAL ERIC M ENGLUND ERIC P BARBER GANESH CHANDRAMOULI GEORGE A MCGEE GINELLE L UHLENKAMP GLEN H SCHOENBERG HEIDI HUFFMAN HIMABINDU KALYANAM Tax add t1 1694 HEMLOCK WAY 1450 HEMLOCK WAY 1725 HEMLOCK WAY 1485 HEMLOCK WAY 1817 MARIGOLD CT 1430 HEMLOCKWAY 1681 MAYAPPLE PASS 1420 HEMLOCKWAY 1808 MARIGOLD CT 1827 MARIGOLD CT 1768 MARIGOLD CT T671 MAYAPPLE PASS 1595 HEMLOCK WAY 1605 HEMLOCK WAY PO BOX 147 1721 MAYAPPLE PASS 1715 HEMLOCK WAY 1778 MARIGOLD CT 1II4O HEMLOCK WAY 1782 COTTONGRASS CT 1705 HEMLOCK WAY 1465 HEMLOCK WAY 1650 MAYAPPLE PASS 60 ASCOT LN 1660 MAYAPPLE PASS 1823 COTTONGRASS CT 1724 HEMLOCK WAY 1734 HEMLOCK WAY 1812 COTTONGRASS CT 1665 HEMLOCK WAY 1818 MARIGOLD CT 1787 MARIGOLD CT Tax add t2 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-4544 CHANHASSEN, MN 55317-4545 CHANHASSEN, MN 55317.4544 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4545 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4550 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4543 CHANHASSEN, PIN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4544 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-4544 CHANHASSEN, MN 55317. AURORA, IL 60504. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.4559 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4545 CHANHASSEN, MN 55317- 518 IAMES A LUETH JAMIE KEISLER JASON D BESLER JEFFREY H HABERMAIER ,JEFFREY LEGGETT JENNIFER J PENTTINEN ,JENNIFER L DEALWIS ]ENNIFER PIERCE JOE PHATHACHACK JOHN A SANDERS JOHN HAERTZEN JOHN T SANTINI .'R JOSE L BRETT JOSEPH FELIU JR JOSEPH SHAMLA KARTHIK MUTHUMARI MURUGESAN KATIE NEWMAN KORY L GROSKREUTZ KRISTIN ELLENBERG KRISryN E VICKMAN KYLE J RENNER LAURIE K AMBROSE LESLIE D ELDER MASON R MCCLELLAN MATTHEW C WILDE MATTHEW,' ROSATI MICHAEL D HOPMAN MICHAEL P HAZELWOOD MICHAEL ROEBER NANCY W DRAHOZAL NARENDRA TALLURI NATARAJA PERU MAL NALLATHAMBY NATHAN CHARLES BUTTON 1837 MARIGOLD CT 1690 MAYAPPLE PASS 1704 HEMLOCK WAY 1664 HEMLOCK WAY 1714 HEMLOCKWAY 1575 HEMLOCKWAY 1415 HEMLOCK WAY 1695 HEMLOCK WAY 1772 COTTONGRASS CT 1435 HEMLOCK WAY 1788 MARIGOLD CT 1625 HEMLOCK WAY 1710 MAYAPPLE PASS 1645 HEMLOCK WAY 1691 MAYAPPLE PASS 1813 COTTONGRASS CT 1684 HEMLOCK WAY 1615 HEMLOCK WAY 1833 COTTONGRASS CT 1535 HEMLOCK WAY 1773 COTTONGRASS CT 1515 HEMLOCKWAY 1675 HEMLOCK WAY 1525 HEMLOCK WAY 1685 HEMLOCK WAY 1798 MARIGOLD CT 1475 HEMLOCK WAY 1670 MAYAPPLE PASS 1405 HEMLOCKWAY 1585 HEMLOCK WAY 170O MAYAPPLE PASS 1661 MAYAPPLE PASS 1655 HEMLOCK WAY CHANHASSEN, MN 55317-4545 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4516 CHANHASSEN, MN 55317-4544 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4544 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317.4543 CHANHASSEN, MN 55317.4555 CHANHASSEN, MN 55317-4543 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4543 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4550 CHANHASSEN, MN 55317-4544 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4544 CHANHASSEN, MN 55317-4543 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- 519 NICHOLAS HANSON PAI.4ELA SCHMIDT PETER H ZUBERT PETER J WENDT PETER KNAEBLE PHILIP J SMUDA PIONEER RIDGE LLC RAHUL GUPTA RAMANIANEYA R PADIDAM REBECCA M ARMAGOST RONALD JOHNSON II RUSSELL J HOLMES RYAN E HOWELL RYAN G BARET]E RYAN P QUINN SARA K MAVES SARAH ,J WOOLDRIDGE SCOTT SCOTT A BERTSCH SESHI REDDY VANUKURI SHANKARSAN BELRAM DAS SHANNON JACKELEN SONJA B PEDERSEN STACY L PUMPER STEPHEN D HARI STEVEN GREWE THEODORE HOMA THOMAS B SMITH THY C TAN YAN DONG YISONG ZHANG YUCHING WONG 1720 MAYAPPLE PASS 1803 COTTONGRASS CT 1680 MAYAPPLE PASS 1777 MARIGOLD CT 1731 MAYAPPLE PASS 1445 HEMLOCK WAY 221 SOUTH RIVER RIDGE CIR SUIT 1783 COTTONGRASS CT 1793 COTTONGRASS CT 1735 HEMLOCKWAY 1701 MAYAPPLE PASS 1635 HEMLOCK WAY 1730 MAYAPPLE PASS 1651 MAYAPPLE PASS 1495 HEMLOCK WAY 1455 HEMLOCK WAY 1792 COTTONGRASS CT 1505 HEMLOCKWAY 2204 COLTSGATE RD 1807 MARIGOLD CT 1797 MARIGOLD CT 1763 COTTONGRASS CT 1410 HEMLOCK WAY 1762 COTTONGRASS CT 1802 COTTONGRASS CT 1545 HEMLOCK WAY 1828 MARIGOLD CT 1711 MAYAPPLE PASS 1555 HEMLOCK WAY 1425 HEMLOCK WAY 1674 HEMLOCK WAY CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4559 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- BURNSVILLE, MN 55337- CHANHASSEN, MN 55317.4555 CHANHASSEN, MN 55317-4555 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4544 CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-4555 CHANHASSEN, MN 55317- WAXHAW, NC 28173- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-4550 CHANHASSEN, MN 55317.4555 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317- CHANHASSEN, MN 55317. CHANHASSEN, MN 55317-4543 CHANHASSEN, MN 55317-4545 CHANHASSEN, I.4N 55317. CHANHASSEN, MN 55317-4543 CHANHASSEN, MN 55317.4544 CHANHASSEN, MN 55317- 520 Subiect Arca Disclaimer Thrs map rs neither a legally recorded map nor a survey and is not int€nded lo be used as one Thrs map is a compdation of records, infomalion and data located in vano'ls city, county, slate end federal oftices and olher sources regarding lhe area snown and rs to be used for referenca purposes only The City does not wanant thal lhe GeographE lnformatron Syslam (615) Data used to prep6rc this map are enorfrce. end lhe Citv does not represent that lhs GIS Oata can be used for navigational lraciing or eny other purpose requirino exactmg measuremenl of distanc€ or direction or Precision in the depiction of geographrc features. The preceding disclaimer b provided pursuant lo Minnesota Stalutes 5466.03 Subd. 21 (2000), and lhe user of lhis map acknowledges lhal the City shsll not be liable lor any damages, and exp,essly waives all clams, and agrees to defend. indemnify, and hou narmless the City from any and all claims brought by user its employess or agents. or third parties which arise oul of lh€ usels access or use of data prcvided (Tax_name)) (Tax_add_l l rt (Tax_add_12r, (Next Record))(Tax (Tax_add_l1D (Tax_add_12)) Subject Area Disclaimer This map rs neither a legally rccorded map nor a suNey and is not intendod to be used as one This msp i3 a compilation of recods, info.mation and dala localed in various citv, county. stale and lederal offices and olher sources regardinO ihe area shown, and is to be used lor relerence purposes only The Caty does not warant that the Geographic lnlormation Syst€m (GlS) Oata used to prepare this map are eror free. and the City does nor repr€senl lhal the Gls Data can be us€d for flavigational, tracking or any other purpose requiring exacting measurement of dislance or direclion or precision in ihe depEton of geographic features Th€ prec€ding disdaimer is provded pursuant lo Minnesota Stalutes !466 03 Subd 21 (2000), and lhe user of lhrs map acknowledg€s rhat the City shall not be liable tor any damages and expressly weives all claims. and agrees to defend, indemnfy. and hold harmless the CB from any and all clarms brought by User. rls employees or agenls or lhrrd padies which arise oul ol lhe use/s access or use ot data provrded nameD EI 521 NOTICE OF PUBLIC HEARING CHANHASSEN PLANNING COMMISSION MEETING NOTICE OF PUBLIC HEARING CHANHASSEN PLANNING COMMISSION MEETING Date & Time: Tuesday, February 18, 2025 at 5:00 p.m. This hearing may not start until later in the evening, depending on the order of the agenda. City Hall CouncilChambers, TT00 Market Blvd.Location: Consider request for Pioneer Ridge Development, a 5o-townhome development on 11.75 acres located at the NE corner of Pioneer Trail and Bluff Creek Boulevard. Proposal: Applicant:Bra ndl Anderson Homes NE corner of Pioneer Trail and Bluff Creek Boulevard A location map is on the reverse side of this notice. Property Location: The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the nelghborhood about this project. During the meeting, the Chair will lead the public hearing through the following steps: 1. Staff will give an overview of the proposed project 2. The applicant will present plans for the pro.iect. 3. Planning Commission discusses the proposal. 4. Public hearing is opened taking comments from the public. 5. Public hearing is closed and the Planning Commission continues discussion on the proiect prior to voting on the project. What Happens at the Meeting: To view project information before the meeting, please visit the city's proposed development webpage: www.chanhassenmn .sov/oroposeddeve lopments Questions & Comments: Tuesday, February t8,2025 at 6:00 p.m. This hearing may not start until later in the evening, depending on the order of the agenda.Date & Time: Location: Consider request for Pioneer Ridge Development, a 60-townhome development on 11.75 acres located at the NE corner of Pioneer Trail and Bluff Creek Boulevard. Proposal: Applicant:Bra ndl Anderson Homes NE corner of Pioneer Trail and Bluff Creek Boulevard A location map is on the reverse side of this notice. Property Location: What Happens at the Meeting: The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the public hearing through the following steps: 1. Staff will give anoverviewof the proposed project. 2. The applicant will present plans for the project. 3. Planning Commission discusses the proposal. 4. Public hearing is opened taking comments from the public. 5. Public hearing is closed and the Planning Commission continues discussion on the project prior to voting on the project. To view project information before the meeting, please visit the city's proposed development webpage: E E www.chanhassenm n.sov/proposed develoDments Questions & Comments: aa Sign up to receive email updates about this or other projects. Go to https://www.chanhassenmn.gov/i-want-to/subscri be City HallCouncil Chambers,7700 Market Blvd. Sign up to receive email updates about this or other projects' Go to https://www.chanhassenmn.gov/i -want{o/subscribe 522 1 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of Brandl Anderson Homes – Planning Case No. 2025-01, Pioneer Ridge. Request to Rezone existing Right Of Way to R-8 Mixed Medium Density Residential District (R-8), Subdivision and Site Plan Approval for a multi-family residential subdivision for 60 attached townhomes. On February 18, 2025, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Brandl Anderson Homes for a multifamily residential development. The Planning Commission conducted a public hearing on the proposed development preceded by published and mailed notice. The Planning Commission heard testimony from all interested persons wishing to speak and now makes the following: FINDINGS OF FACT 1. The property is currently identified as right of way. 2. The property is guided in the Land Use Plan for Residential – Medium Density uses. 3. The legal description of the property is: (See Exhibit A) 4. REZONING FINDINGS a) The proposed rezoning is be consistent with the City’s Comprehensive Plan. b) The proposed zoning is or will be compatible with the present and future land uses of the area. c) The proposed zoning conforms to all performance standards contained in the Zoning Ordinance. d) The proposed zoning will not tend to or actually depreciate the area in which it is proposed. e) The proposed zoning can be accommodated with existing and planned public services and will not overburden the city's service capacity. f) Traffic generation by the proposed use within the zoning district is within capabilities of streets serving the property. 523 2 5. SUBDIVISION FINDINGS a) The proposed subdivision is consistent with the zoning ordinance. b) The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the City's Comprehensive Plan; c) The physical characteristics of the site, including but not limited to topography, soils, vegetation, susceptibility to erosion and siltation, susceptibility to flooding, and stormwater drainage are suitable for the proposed development; d) The proposed subdivision makes adequate provision for water supply, storm drainage, sewage disposal, streets, erosion control and all other improvements required by the subdivision ordinance; e) The proposed subdivision will not cause significant environmental damage subject to compliance with the conditions of approval; f) The proposed subdivision will not conflict with easements of record; g) The proposed subdivision is not premature. A subdivision is premature if any of the following exists: 1) Lack of adequate stormwater drainage. 2) Lack of adequate roads. 3) Lack of adequate sanitary sewer systems. 4) Lack of adequate off-site public improvements or support systems. 6. SITE PLAN FINDINGS a) Is consistent with the elements and objectives of the city's development guides, including the comprehensive plan, official road mapping, and other plans that may be adopted. b) Is consistent with the site plan review requirements. c) Preserves the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing or developing areas. d) Creates a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development. e) Creates a functional and harmonious design for structures and site features, with special attention to the following: a. An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; 524 3 b. The amount and location of open space and landscaping; c. Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and d. Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. f) Protects adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. g) Maintains an acceptable road system level of service. 7. The planning report #2025-01 dated February 12, 2025, prepared by Eric Maass, et al, is incorporated herein. RECOMMENDATION The Planning Commission adopts the attached findings of fact and recommendation that the City Council approve an Ordinance rezoning the subject property to Mixed Medium Density Residential District (R-8) and recommends Preliminary Plat and Site Plan approval for a multi- family residential subdivision for 60 attached townhomes. ADOPTED by the Chanhassen Planning Commission this 18th day of February, 2025. CHANHASSEN PLANNING COMMISSION BY: Eric Noyes, Chairman 525 4 EXHIBIT A That part of the Southeast Quarter of the Northeast Quarter of Section 27, Township 116 North, Range 23 West, and the Southwest Quarter of the Northwest Quarter of Section 26, Township 116 North, Range 23 West, shown as Parcel 60 on Minnesota Department of Transportation Right of Way Plat Numbered 10-20 and Minnesota Department of Transportation Right of Way Plat No. 10- 43 as the same is on file and of record in the office of the County Recorder in and for Carver County, Minnesota; Which lies northwesterly, northerly and northeasterly, of Line 1 described below: Line 1: Commencing at Right of Way Boundary Corner B14 as shown on said Plat No. 10-20; thence southwesterly on an azimuth of 218 degrees 08 minutes 53 seconds along the boundary of said plat for 890.93 feet to Right of Way Boundary Corner B13 and the point of beginning of Line 1 to be described; thence on an azimuth of 210 degrees 36 minutes 52 seconds for 435.09 feet; thence on an azimuth of 202 degrees 57 minutes 17 seconds for 173.07 feet; thence on an azimuth of 267 degrees 24 minutes 40 seconds for 336.72 feet; thence deflect to the left on a tangential curve, having a radius of 852.85 feet and a delta angle of 37 degrees 35 minutes 13 seconds for 559.48 feet; thence on an azimuth of 226 degrees 00 minutes 03 seconds for 190.46 feet; thence northwesterly for 351.20 feet on a non-tangential curve, concave to the northeast, having a radius of 253.78 feet, a delta angle of 79 degrees 17 minutes 25 seconds and a chord azimuth of 339 degrees 05 minutes 19 seconds to the northwest boundary of said Plat No. 10-20 and there terminating. Subject to the following restriction: No access shall be permitted to Trunk Highway No 212 from the lands herein conveyed. Abstract Property 526 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA ORDINANCE NO. AN ORDINANCE AMENDING CHAPTER 20 OF THE CHANHASSEN CITY CODE, THE CITY'S ZONING ORDINANCE, BY REZONING CERTAIN PROPERTY THE CITY COUNCIL OF THE CITY OF CHANHASSEN ORDAINS: Section 1. Chapter 20 of the Chanhassen City Code, the City's zoning ordinance, is hereby amended by rezoning from Right Of Way to R-8 Mixed Medium Density Residential District (R-8), for all property within the Pioneer Ridge residential development, with the following legal description: That part of the Southeast Quarter of the Northeast Quarter of Section 27, Township 116 North, Range 23 West, and the Southwest Quarter of the Northwest Quarter of Section 26, Township 116 North, Range 23 West, shown as Parcel 60 on Minnesota Department of Transportation Right of Way Plat Numbered 10-20 and Minnesota Department of Transportation Right of Way Plat No. 10-43 as the same is on file and of record in the office of the County Recorder in and for Carver County, Minnesota; Which lies northwesterly, northerly and northeasterly, of Line 1 described below: Line 1: Commencing at Right of Way Boundary Corner B14 as shown on said Plat No. 10-20; thence southwesterly on an azimuth of 218 degrees 08 minutes 53 seconds along the boundary of said plat for 890.93 feet to Right of Way Boundary Corner B13 and the point of beginning of Line 1 to be described; thence on an azimuth of 210 degrees 36 minutes 52 seconds for 435.09 feet; thence on an azimuth of 202 degrees 57 minutes 17 seconds for 173.07 feet; thence on an azimuth of 267 degrees 24 minutes 40 seconds for 336.72 feet; thence deflect to the left on a tangential curve, having a radius of 852.85 feet and a delta angle of 37 degrees 35 minutes 13 seconds for 559.48 feet; thence on an azimuth of 226 degrees 00 minutes 03 seconds for 190.46 feet; thence northwesterly for 351.20 feet on a non-tangential curve, concave to the northeast, having a radius of 253.78 feet, a delta angle of 79 degrees 17 minutes 25 seconds and a chord azimuth of 339 degrees 05 minutes 19 seconds to the northwest boundary of said Plat No. 10-20 and there terminating. Subject to the following restriction: No access shall be permitted to Trunk Highway No 212 from the lands herein conveyed. Abstract Property Section 2. The zoning map of the City of Chanhassen shall not be republished to show the aforesaid zoning, but the Clerk shall appropriately mark the zoning map on file in the Clerk's Office 527 for the purpose of indicating the rezoning hereinabove provided for in this ordinance, and all of the notations, references, and other information shown thereon are hereby incorporated by reference and made a part of this ordinance. Section 3. This ordinance shall be effective immediately upon its passage and publication. PASSED AND ADOPTED this __th day of March, 2025, by the City Council of the City of Chanhassen, Minnesota Laurie Hokkanen, City Manager Elise Ryan, Mayor (Published in the Chanhassen Villager on ______________________________) 528 Application: Requesting Preliminary Plat, Site Plan, and Rezoning (Planning Case #2025-01) Staff Report Date: February 12, 2025 Drafted By: Eric Maass, Community Development Director Joe Seidl, Water Resources Engineer Mackenze Grunig, Project Engineer Don Nutter, Fire Marshall Jamie Marsh, Environmental Resources Specialist Planning Commission Review Date: February 18, 2025 City Council Review Date: March 10, 2025 SUMMARY OF REQUEST: The Applicant is requesting preliminary plat, site plan, and rezoning approval to subdivide the property located generally at the intersection of Pioneer Trail and Bluff Creek Drive into 62 lots consisting of 60 townhomes which are grouped in either structures of four or six townhomes. The remaining two lots consist of common area surrounding the townhomes as well as private stormwater ponds which would be owned and maintained by a homeowners association. The Planning Commission is requested to review the preliminary plat and rezoning proposals. LOCATION: Unassigned property address PID: 25.0270010 APPLICANT: Pioneer Ridge LLC “Applicant” PROPERTY OWNER: Pioneer Ridge LLC PROPOSED MOTION: Staff recommends adoption of the attached Findings of Fact and Recommendation recommending approval of the requested rezoning of the property to R-8 Mixed Medium Density Residential District and recommending preliminary plat and site plan approval for a 60 unit townhome development subject to the conditions included in the staff report dated February 12, 2025. 529 Page 2 of 16 PRESENT ZONING: Unassigned - Right of way 2040 LAND USE PLAN: Residential – Medium Density (4.1 – 8.0 units/net acre) ACREAGE: 11.75 Acres (gross). 11.03 Acres (net) DENSITY: 5.11 units/acre (gross). 5.44 units/acre (net) LEVEL OF CITY DISCRETION IN DECISION-MAKING: The city’s discretion in approving or denying a preliminary plat is limited to whether or not the proposed plat meets the standards outlined in the Subdivision Regulations and Zoning Ordinance. If it meets these standards, the city must approve the preliminary plat. This is a quasi-judicial decision. The city’s discretion in approving or denying a rezoning is based on whether the requested zoning district is an eligible zoning district based on the land use designation for the property as identified by the City’s Comprehensive Plan. The requested rezoning must be consistent with the City’s Comprehensive Plan. This is a quasi-judicial decision. The city’s discretion in approving or denying a Site Plan is limited to whether or not the proposed project complies with Zoning Ordinance requirements. If it meets these standards, the city must then approve the site plan. This is a quasi-judicial decision. COMMUNITY ENGAGEMENT Notice of this public hearing has been mailed to all property owners within 500 feet as well as all property owners within the Pioneer Pass neighborhood. This same mailing list was used for mailing invitations for the neighborhood meeting held by the Applicant. The Applicant held a neighborhood meeting on January 14th, 2024. This neighborhood meeting was attended by approximately 30 attendees. As part of the event, attendees were asked to 530 Page 3 of 16 share what they were hoping to learn about, what they were nervous about, and what they were happy to have learned about from attending the open house. Attendees hoped to learn about… the proposed exterior design of the homes, drainage plans, project timeline, openness to amending plans, options for privacy, parking, and construction traffic. Primary concerns of attendees included… proximity of townhomes to existing homes, loss of previously undeveloped land, wildlife, and lack of buffer between the proposed homes and existing homes. Attendees were happy to learn that… the townhomes are not 3 stories in height, and that nothing is final and that the development team was open to changes. APPLICABLE REGULATIONS Chapter 18, Subdivision, Chapter 20, Article XXIV-2, “R-8” Mixed Medium Density Residential District Chapter 20, Article II, Division 6, Site Plan Review PROPOSAL/SUMMARY The Applicant is proposing the subdivision of 11.75 acres of property which is guided for Medium Density Residential into 62 lots, consisting of 60 lots with townhomes and 2 lots consisting of common areas and private stormwater ponds which will be maintained by a homeowner’s association. ENVIRONMENTAL PROTECTION DISTRICTS • Wetland Protection – Two incidental wetlands on the property. • Bluff Protection – There are two bluff areas in the northeast corner of the property. • Shoreland Management – Not within a shoreland management district. • Floodplain Overlay – Not within a floodplain overlay district. LAND USE DESIGNATION The property is assigned as both Residential Medium Density and Office designations by the 2040 Comprehensive Plan. This dual designation affords the property greater flexibility in that it is eligible for either Residential Medium Density zoning districts or zoning districts identified as eligible under the “office” designation by the City’s 2040 Comprehensive Plan. Residential Medium Density properties are required to be developed at a density of between 4 to 8 housing units per net acre. In reviewing the City’s 2030 Comprehensive Plan, the Subject Property held the same land use designation at that time. The 2030 Comprehensive Plan was adopted in November of 2008. 531 Page 4 of 16 REQUEST FOR REZONING APPROVAL LAND USE – ZONING CONSISTENCY The following zoning districts are consistent with “Residential Medium Density” land use: “R-4” Mixed Low Density Residential, “RLM” Residential Low Medium Density Residential, “R-8” Mixed Medium Density Residential, and “PUD-R” Planned Unit Development Residential. The proposed rezoning to R-8 Mixed Medium Density Residential is consistent with the comprehensive plan land use designation of Residential Medium Density. The R-8 district is intended to provide for single-family attached and multifamily residential development at a maximum net density of eight dwelling units per acre. The project proposal consists of 11.03 net acres after removal of 0.72 acres of undevelopable bluff area. The project as proposed has a net density of 5.44 housing units per acre. The project is proposed to be located on land that was formerly right of way which had been acquired by the Minnesota Department of Transportation (MnDOT). MnDOT sold the land at auction and the subsequent owner of the property is the Applicant. The Applicant has requested that the land be assigned the “R-8 Mixed Medium Density Residential District”. The R-8 district is one of four possible residential zoning districts based on the properties land use guidance of “Residential Medium Density”. The stated intent of the “R-8” zoning district is to provide for single family attached and multifamily residential development at a maximum density of eight dwelling units per acre. SURROUNDING ZONING Direction Zoning Designation North Residential Low and Medium Density Residential(RLM) South Right of way (Pioneer Trail / CSAH 14) West Right of way/open space (Bluff Creek Drive) East Right of way/open space (Hwy 212) REQUEST FOR PRELIMINARY PLAT APPROVAL - SUBDIVISION REVIEW The Applicant is requesting preliminary plat subdivision as well as site plan approval to subdivide the property at and around Bluff Creek Dr & Pioneer Trl in the NE corner. Construction plans developed by Westwood Professional Services, Inc dated February 5, 2025 were reviewed by staff. The plans provided show construction of a private street, private lift station and sanitary sewer, 60 unit rowhomes, public water main, and addition to existing publicly owned storm sewer pond. 532 Page 5 of 16 Compliance Table: Min Lot Area: 1,800 sf 1,800 sf Min Lot Frontage: 30’ Min Lot Depth: 60’ Proposed Lot Area: 2,368 – 2,738sf Proposed Min Frontage: 32-37’ Proposed Min Depth: 74’ As currently proposed, all lots meet the minimum lot area, lot width and lot depth requirements of the zoning ordinance. Townhomes as shown adhere to the applicable setback which establish minimum setbacks of 20 feet for front yards, 10 feet for rear yards, and 20 feet for side yards. The side yard setback is not applicable to a common wall of multi-family dwelling units. The Developer should update the Preliminary Plat viewport so that all of the applicable land is shown. Additionally, the area located generally north of the northern most fire apparatus turn around is partially within the Bluff Creek Overlay District and the City has goals related to preservation at the time of subdivision. This area should be placed into an outlot and that outlot dedicated to the city for the purposes of preservation. If dedicated to the City, then a Conditional Use Permit (CUP) is not required as outlined by City Code Section 20-1554. In addition to that area, there is an area on the northeast portion of the development that consists of bluff areas. This area should be placed into an outlot and dedicated to the City for purposes of preservation. The final area of these outlots will be determined based on final design of stormwater management. Lot 16 Block 1, and Lot 17 Block 1 currently overlap. Revise preliminary plat so that lots do not overlap but maintain the minimum side yard setback between principal structures of 20 feet. Staff notes that the proposed subdivision is consistent with the Comprehensive Plan and the Zoning Ordinance. REQUEST FOR SITE PLAN REVIEW The Applicant is requesting site plan approval for a multifamily residential development consisting of 60 townhomes and private roadways. LOT REQUIREMENTS, SETBACKS, AND HEIGHT RESTRICTIONS Building Setback Setback Standards Proposed Front yard 20 feet 20 feet Side yard building separation 20 feet (not applicable to common walls in multifamily dwelling units) 20 feet Rear yard 10 feet 36 feet minimum Building height Three stories / 35 feet 18’ 9” (Jasmine/ Isla units) 22’ 8” (Sophia/Amelia units) 533 Page 6 of 16 SIGNAGE Project or neighborhood signage if incorporated into the development will require separate permitting. STREETS, ACCESS, AND PARKING The project proposes a series of private roads. City Code section 18-57(b) outlines the required minimum width of right of way and minimum roadway pavement width for new development. For multifamily projects with a density equal to or greater than 4 units per acre has a required right of way minimum width of 40’ and a minimum pavement width of 24’. The project proposes a right of way width of 40’ and a pavement width of 24’ and as a result adheres to city code requirements. The Applicant does not show a sidewalk on either side of the proposed private roadway. Applicant needs to add sidewalk on at least one side of the proposed private roadways within the proposed development and connect that sidewalk to the city’s existing sidewalk/trail network along Bluff Creek Drive and Pioneer Trail. This requirement is outlined in City Code Chapter 18-78(b)(5). The project proposes an access point onto Bluff Creek Drive as well as an access onto Pioneer Trial. The access onto Pioneer Trail is limited to a “right in, right out” movement as that road is a County highway and under the jurisdiction of Carver County. Based on the Traffic Impact Analysis, the existing hill on the southwest side of the proposed development is required to be graded back to improve sight lines for traffic seeking to turn south onto Bluff Creek Drive. The plan set shows 16 guest parking spaces. City Code requires at least 1 guest parking space for every four dwelling units for multifamily residential developments. Based on the 60 townhomes, 15 guest parking spaces are required. While more parking spaces are shown than is required by City Code, the guest parking is all congregated in the middle of the proposed development. Staff recommends adding additional guest parking on the west side of the project or relocation of a portion of the existing guest parking. ARCHITECTURE The City establishes design standards for multifamily developments which are outlined in City Code Division 20-XXIII-9 Design Standards for Multifamily Developments. Section 20-1088 describes the requirements for architectural style. 1. It states that “Architectural style shall not be restricted. Evaluation of the appearance of a project shall be based on the quality of its design and in relationship to its surroundings, guided by the provisions of this section. Site characteristics to be evaluated for this purpose include building and landscaping, colors, textures, shapes, massing of rhythms of building components and detail, height of roof line, setback and orientation. Designs that are incompatible with their surroundings or intentionally bizarre or exotic are not acceptable. 534 Page 7 of 16 2. Monotony of design, both within projects and between adjacent projects and its surroundings, is prohibited. Variation in detail, form, and siting shall provide visual interest. Site characteristics that may be used for this purpose include building and landscaping, colors, textures, shapes, massing of rhythms of building components and detail, height of roof line, setback and orientation. 3. All building shall have a minimum of 20 percent of accent material. Accent material may include brick, stone cut face block or shakes. The use of any EFIS shall not be on the first story of any building or one story in height. Rendering of proposed development (Amelia/Sophia on left with Isla/Jasmine units on right) (Remaining of page left blank intentionally) 535 Page 8 of 16 Proposed Elevations for “Amelia and Sophia” units Front Elevations Side Elevations Rear Elevation Amelia and Sophia Architectural Rendering 536 Page 9 of 16 Proposed Elevations for “Isla and Jasmine” units Front Elevations Side Elevations Rear Elevations Isla and Jasmin Architectural Rendering 537 Page 10 of 16 City Code requires that the percentage of materials used on the buildings to show that the 20% of accent material requirement is being met. Accent material may include brick, stone cut face block or shakes. Additionally, it appears that all lap siding is one common color as are all shake siding. Applicant to modify elevations to avoid monotony in design. Applicant is encouraged to review projects such as the townhome development at Pioneer Trail and Bavaria Road in Chaska as well as the West Park Townhomes in Chanhassen located in the area of Waters Edge Drive and Lake Susan Drive. LANDSCAPING The Applicant for the Pioneer Ridge development submitted tree canopy coverage and preservation calculations. Total upland area (excl wetlands, bluff) 11.03 acres Baseline canopy coverage 29% or 3.22 Minimum canopy coverage required 25% or 2.76 acres Proposed tree preservation 9% or 1.02 acres The developer does not meet minimum canopy coverage for the site; therefore the Applicant must bring the canopy coverage on site up to the 25% minimum. The difference between the required coverage and the remaining coverage is multiplied by 1.2 for total area to be replaced. One tree is valued at 1,089 SF. Minimum required 2.76 acres Less canopy preserved 1.02 acres Minimum canopy coverage to be replaced 1.74 acres Multiplied by 1.2 2.09 acres or 91,040.4 sf Divided by 1089sf =Total number of trees to be planted: 84 trees Trees proposed to be planted: 217 trees The Applicant has submitted a landscape plan showing a total of 217 trees to be planted in the development. The Applicant shall include specific quantities for each species to ensure that the landscape plan meets the city’s requirements for species diversity. Bufferyard ‘B’ as defined in City Code Chapter 20-1176, plantings are required between the development and Bluff Creek Dr. as well as Pioneer Trail. Bufferyard ‘A,’ as defined in City Code Chapter 20-1176, plantings are also required between the proposed development and the Pioneer Pass development to the north. Required plantings/landscape area Proposed plantings Bufferyard B – West prop. line, 500’ 6 Overstory trees 12 Understory trees 15 marked plantings. 538 Page 11 of 16 18 Shrubs Must specify classification by including symbology. Bufferyard B- South prop. Line, - 1,087’ 8 Overstory Trees 16 Understory trees 24 Shrubs 71 marked plantings. Must specify classification by including symbology. Bufferyard B- East prop line- 351’ 3 Overstory Trees 6 Understory trees 8 Shrubs 20 marked plantings. Must specify classification by including symbology. Bufferyard A- North prop. Line- 881’ 4 Overstory trees 7 Understory trees 11 Shrubs 64 marked plantings. Must specify classification by including symbology. WETLANDS On May 6, 2024, Westwood Professional Services submitted a wetland delineation and joint permit application. The City of Chanhassen, in its role as the local governing unit (LGU) overseeing the Wetland Conservation Act (WCA), approved the delineation. The Technical Evaluation Panel (TEP), which includes representatives from the city, Watershed District, MN Department of Natural Resources (DNR), Board of Water and Soil Resources (BWSR), and Carver County Soil and Water Conservation District (SWCD), is responsible for reviewing wetland applications, including wetland types and boundaries, as part of the WCA process. The delineation identified two small wetlands and one watercourse onsite. The Applicant provided documentation showing that these water resources were created by grading activities related to nearby developments and roadway projects. After reviewing the application and grading plans, the TEP concluded that the wetlands were incidental and not subject to WCA or city regulation. Both wetlands were linked to ditched areas excavated to manage stormwater runoff. GRADING & DRAINAGE The project site is located north of Pioneer Trail, east of Bluff Creek Drive, and south of Hemlock Way. It is currently undeveloped, primarily consisting of open prairie, with more forested areas to the east around the bluffs. There is an existing stormwater basin within a city-owned outlot along Bluff Creek Drive. The site is bordered to the north by single-family residences, to the east by bluffs and Bluff Creek, and to the south by County and MNDOT Right of Way. The existing stormwater basin collects drainage from the development to the north and portions of the site. About half of the site drains to the northeast down the bluff, with runoff ultimately flowing into Bluff Creek. The southern portion of the site drains under Pioneer Trail through a 24” culvert or into a swale at the southwest corner of the site, at the intersection of Pioneer Trail and Bluff Creek Drive. Under the proposed plan, the site would be mass graded to allow for the construction of roads, utilities, and homes. The proposed drainage patterns will be similar to existing conditions. The 539 Page 12 of 16 northeastern portion of the site will continue to flow down the bluff toward Bluff Creek. The majority of the homes and roadways will drain to a water reuse pond located at the northeast corner, which will outlet down the bluff to Bluff Creek. A small portion of the roadway and homes will drain into an expanded version of the existing stormwater basin along Bluff Creek Drive. Runoff from the southeast corner of the site will be captured by an 18” reinforced concrete pipe, which will outlet into the existing 24” pipe that carries stormwater south. Overflow from the 18” pipe will flow southwest toward the intersection of Pioneer Trail and Bluff Creek Drive where it drains to County Right of Way. The proposed design will change how stormwater exits the site, particularly through the stormwater reuse pond outlet in the northeast. This pond and outlet will collect and convey stormwater in a more concentrated flow when compared to current conditions. Located at the top of the bluff, the concentrated flow combined with the steep, unstable bluff areas may cause erosion issues. Therefore, the applicant must develop a better solution to address this, such as routing the pond outlet through a storm sewer that conveys stormwater down the bluff. Additionally, the proposed design increases runoff rates at the southwest corner of the site, near the intersection of Pioneer Trail and Bluff Creek Drive. The runoff rate from the site cannot exceed current conditions, as such the Applicant must revise the design. Additional storage in the swale could help slow down the water leaving the site. The Applicant must resubmit a design with the final plat that ensures discharge rates match or are below those of existing conditions. Since the project alters how stormwater is discharged to the County and MNDOT Right of Way, the Applicant must obtain all necessary permits from Carver County and MNDOT. Conditional approval from all permitting agencies must be provided with the final plat application. EROSION CONTROL The proposed development will impact one (1) acre of disturbance and will, therefore, be subject to the General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit). A Surface Water Pollution Prevention Plan (SWPPP) was included in the preliminary plat submittal. The SWPPP is a required submittal element for final plat review along with the Erosion and Sediment Control Plan (ESCP) in accordance with Section 19- 145 of City Ordinance. No earth disturbing activities may occur until an approved SWPPP is developed. This SWPPP shall be a standalone document consistent with the NPDES Construction Permit and shall contain all required elements of the permit. The SWPPP will need to be updated as the plans are finalized, when the contractor and their sub-contractors are identified and as other conditions change. An approved SWPPP shall be submitted prior to recording the final plat. All erosion control shall be installed and inspected prior to initiation of site grading activities. 540 Page 13 of 16 STORM WATER MANAGEMENT Article VII, Chapter 19 of the City Code outlines the stormwater management development standards. Section 19-141 specifies that "these development standards shall be reflected in plans prepared by developers and/or project proposers in the design and layout of site plans, subdivisions, and water management features." These standards include runoff abstraction and water quality treatment, requiring the removal of 90% of total suspended solids (TSS) and 60% of total phosphorus (TP). The proposed project is located within the Riley Purgatory Bluff Creek Watershed District (RPBCWD) and is subject to its rules and regulations. A RPBCWD permit will be required for final plat approval. A Stormwater Management Report, dated August 16, 2024, was submitted for review to confirm that all stormwater management requirements, including rate control, volume abstraction, and water quality, are being met. The proposed site plans include a stormwater pond and an associated water reuse system for irrigating the green spaces within the development. Additionally, the Applicant proposes to enlarge the existing city-owned stormwater wet pond onsite. The Applicant submitted a permit application to the watershed district at the same time as the city's preliminary plat application. Design modifications are necessary to comply with all applicable rules. Therefore, the Applicant must provide conditional approval from the watershed district as part of the final plat application. Additionally, the Applicant must submit final versions of all modeling (HydroCAD and MIDS) and the updated Stormwater Management Report to address outstanding comments and confirm that rate, volume, and water quality requirements are met before the final site plan approval. The outlet for the stormwater reuse pond is located at the top of the bluff. The Applicant should extend the outlet with storm sewer further down the bluff to a less erosion-prone area. The proposed water reuse basin must also allow for maintenance access to the pond inlets and outlet, and an operation and maintenance agreement must be in place. The Applicant is required to collaborate with staff to optimize the stormwater design, addressing concerns related to future maintenance and erosion. The design includes two proposed best management practices (BMPs) located on private property. The reuse pond BMP, situated on the northeast side of the site, is intended solely to treat stormwater from private property. Therefore, it should be privately owned and maintained. The expanded BMP pond, on the other hand, will manage both public and private stormwater. To clarify future maintenance responsibilities, it is recommended that the expanded pond be separated from the public pond. The stormwater design is still being finalized, and there may be adjustments to the BMPs on site, including changes in number, size, or type, to meet stormwater regulations. As a result, the Applicant will work with staff to optimize the stormwater design and determine the ownership of the stormwater management facilities for the development. 541 Page 14 of 16 The stormwater infrastructure for the development will be privately owned and maintained. A maintenance plan for any proposed best management practices (BMPs) will be required. The plan should include a maintenance schedule, identify the responsible party, and describe how the system will be cleaned as needed. The Applicant must submit a stormwater operations and maintenance plan as part of the final plat submittal. Additionally, the Applicant will be required to enter into a stormwater agreement with the city for any privately owned stormwater infrastructure onsite. RECOMMENDATION Staff recommends approval of the requested rezoning and preliminary plat applications subject to meeting the conditions outlined by staff listed below. STAFF REVIEW CONDITIONS PLANNING: 1. Update preliminary plat assigning a Lot and Block description for the land area consisting of the private road right of way. Alternatively, Applicant could identify this area as an outlot. 2. Modify Preliminary plat viewport on page 3 of 19 so all portions of the subject property are visible. The rectangular area identified behind Lots 1, 2, 3, and 4, Block 3 of Pioneer Pass to be placed into an Outlot and that Outlot dedicated to the City for the purposes of preservation as a result of a portion of that area being within the City’s Bluff Creek Corridor overlay district. 3. Modify Preliminary Plat to place bluff areas in the northwest area of the Plat into an Outlot to be deeded to the City for preservation purposes. 4. Applicant to provide the percentage of materials used on the buildings to show that the 20% of accent material requirement is being met. Accent material may include brick, stone cut face block or shakes. 5. It appears that all lap siding is one common color as are all shake siding. Applicant to modify elevations to avoid monotony in design as required by City Code. Applicant is encouraged to review projects such as the townhome development at Pioneer Trail and Bavaria Road in Chaska as well as the West Park Townhomes in Chanhassen located at the intersection of Waters Edge Drive and Lake Susan Drive. 6. While the minimum number of guest parking spaces are provided, they are congregated towards one end of the project. Staff recommends adding additional guest parking spaces on the western side of the project or redistributing the current number of spaces. 7. Update impervious coverage table on Preliminary Plat page to revise the Site area to exclude private right of way. Currently the notation indicates exclusion of public right of way. Update coverage percentage as a result. 8. Lot 16 Block 1, and Lot 17 Block 1 currently overlap. Revise preliminary plat so that lots do not overlap but maintain the minimum side yard setback between principal structures of 20 feet. 542 Page 15 of 16 FORESTRY 1. Tree preservation fencing shall be installed around existing trees to be saved prior to any construction activities and remain installed until completion. 2. Developer to ensure that all trees are be planted outside of the private street right-of- way. 3. The applicant must update the landscape plan to include quantities and symbology of plant material to ensure species diversity requirements and bufferyard planting requirements are being met. 4. Applicant must include the existing condition of each tree as part of the tree survey. ENGINEERING: 1. The developer shall enter into Encroachment Agreements for all private improvements located within public drainage and utility easements or the public right-of-way, as approved by the City Engineer, prior to the issuance of building permits. 2. Any previously recorded easements located within the proposed public right-of-way or proposed public drainage and utility easements must be vacated prior to or concurrently with the final plat. 3. The developer and their engineer must amend the construction plans to fully address staff comments and concerns. Final construction plans are subject to review and approval by staff prior to the recording of the final plat. 4. Final plans shall include the 2025 City Standard Details and Specifications. 5. Provide a drainage and utility easement over drainage swales where applicable. 6. Any retaining walls associated with this project shall be privately owned or maintained by the Homeowners Association (HOA). 7. Based on the Traffic Impact Analysis, the existing hill on the southwest corner of the proposed development should be graded back to improve sight lines. Revise final plans accordingly. 8. Label the proposed lift station as privately owned. 9. The grading around Lot 1 does not tie into the existing 930’ contour. Revise accordingly. 10. Detail plates shall be formatted as two rows by four columns per page. Pedestrian ramps shall be formatted as two rows by two columns to improve readability. 11. Streetlights shall be owned and maintained by Xcel Energy. Provide the agreement for documentation when complete. Luminaires shall meet City standards. 12. The developer shall verify sight distance triangles. 13. The applicant shall provide a schedule for necessary private utility relocations. 14. Final plans shall show removals and design for connection to the existing sanitary sewer. 15. Sidewalk to be added along one side of the private roads to connect to existing city sidewalks and trails adjacent to the development site. City Code Section 18-78(b)(5). WATER RESOURCES: 1. The developer shall enter into a development contract with the City and provide necessary financial security to guarantee compliance with the terms of subdivision approval and construction of infrastructure onsite. 543 Page 16 of 16 2. It is the developer’s responsibility to ensure that permits are received from all other agencies with jurisdiction over the project (i.e. Carver County, MCWD, Board of Water and Soil Resources, MnDOT, etc.) prior to the commencement of construction activities. 3. The developer and their Engineer shall work with City staff in amending the construction plans, dated December 13, 2025 prepared by Westwood Professional Services., to fully satisfy construction plan comments and concerns. Final construction plans will be subject to review and approval by staff prior to recording final plat. 4. The applicant shall secure condition approval from the watershed district prior to submitting the final plat application to the City. Verification of conditional approval shall be provided with the final plat application. 5. The applicant shall secure condition approval from the MnDOT and Caver County prior to submitting the final plat application to the City. Verification of conditional approval shall be provided with the final plat application. 6. The revised design shall address staff’s concerns with the concentrated drainage down the bluff and the discharge rates leaving the site. A memo describing the ultimate design solution may be required as determined by the City Engineer. 7. The applicant shall enter into an operations and maintenance agreement with the city for all privately owned stormwater infrastructure onsite. A draft maintenance plan shall be submitted with the final plat application. An HOA shall be created for the purpose of maintaining the stormwater infrastructure onsite. BUILDING: 1. Building plans must provide sufficient information to verify that proposed building meets all requirements of the Minnesota State Building Code, additional comments or requirements may be required after plan review. 2. Building permits must be obtained before beginning any construction. 3. Private retaining walls, if present, more than four feet high, measured from the bottom of the footing to the top of the wall, must be designed by a professional engineer and a building permit must be obtained prior to construction. Retaining walls, if present, under four feet in height require a zoning permit. 4. A building permit must be obtained prior to demolishing any structures on the site. 5. A final grading plan and soils report must be submitted to the Inspections Division before building permits will be issued. FIRE: 1. All private roads shall be signed as “No Parking” at any time and apply to both sides of the private roads. The same shall apply to fire apparatus turn arounds, they too shall be signed as no parking. 544 From: Laurie Ambrose Sent: Monday, January 27, 2025 9:11 PM To: McDonald, Jerry <jmcdonald@chanhassenmn.gov>; Schubert, Haley <hschubert@chanhassenmn.gov>; von Oven, Mark <mvonoven@chanhassenmn.gov>; Kimber, Josh <jkimber@chanhassenmn.gov> Cc: Maass, Eric <emaass@chanhassenmn.gov>; Ryan, Elise <eryan@chanhassenmn.gov> Subject: Concerns about Pioneer Ridge Development Dear Jerry, Haley, Mark, and Josh, I hope this letter flnds you well. I am writing to express my concerns about the proposed construction of Pioneer Ridge in Chanhassen. While I appreciate the city’s dedication to providing diverse housing options, I believe that this development confiicts with Chanhassen’s vision and poses signiflcant challenges to the community, environment, and overall character of the area. The City of Chanhassen’s Comprehensive Plan sets a clear vision for maintaining low- density residential developments in appropriate areas. It emphasizes preserving the aesthetic of existing single-family homes and creating new neighborhoods of similar character and quality. Squeezing these townhouses in right next to existing single family housing neighborhood would contradict this vision and introducing medium-density housing that is incompatible with the surrounding area disrupts the community’s established identity. As I understand it, the city also highlights the importance of creating transition zones between land uses, “using natural features or buffer zones with increased setbacks, landscaping, and berming.” No such transition is planned for this project, further highlighting its inconsistency with the city’s stated goals. I can’t imagine the view the people who back up to this area would have and the detriment it would bring to the value of the homes in the Pioneer Pass neighborhood. It is hard to understand why the city would approve a re-zoning request that would immediately decrease the value and enjoyment of the homes of several Chanhassen residents who have been homeowners in the community for over a decade. One of the most troubling aspects of the proposed development is its environmental impact. The site in question currently serves as a sanctuary for wildlife, including deer, pheasants, foxes, turkeys, and coyotes. This area is a vital corridor for wildlife, with animals frequently seen crossing the land in the mornings and evenings. Destroying this habitat would not only displace these species but also erode the natural beauty that Chanhassen 545 has committed to preserving. The Comprehensive Plan explicitly states that housing developments should respect the natural environment and strive to preserve wooded areas, existing vegetation, and wildlife habitats. Proceeding with this project would directly violate those principles. Especially when you take into consideration that Avienda and the newly approved community center have/will displace wildlife from a large space on the immediate other side of this area. Traffic concerns also cannot be overlooked. New developments should avoid funneling high traffic volumes through residential neighborhoods. The addition of an R-8 medium- density development alongside Avienda and a new community center will undoubtedly increase traffic through the existing neighborhood and next to Pioneer Pass Park, posing safety risks to the many children who enjoy this area. As a resident of Pioneer Pass, it is already mind-blowing to see how hard it is to safely cross the road from the park to Mayapple Pass as drivers consistently pay no attention to pedestrians and drive well above the speed limit. I know we both have goals to maintain the community’s character and preserve its natural assets. Allowing this project to proceed would set a troubling precedent that undermines the very principles guiding Chanhassen’s growth and development. In light of these concerns, I urge you to reconsider approving this development or the re- zoning of this land. It is essential to prioritize projects that align with the city’s long-term vision and respect the environment, wildlife, and character of existing neighborhoods. I trust that the City of Chanhassen will honor the commitments outlined in its Comprehensive Plan and seek alternative locations or solutions that better serve the community as a whole. Thank you for your attention to this matter. I appreciate all you do as a representative of the members of our community! Sincerely, Laurie Ambrose - 1515 Hemlock Way, Chanhassen Laurie Ambrose 546 From: Nathan Button < Sent: Friday, January 24, 2025 4:19 PM To: Maass, Eric <emaass@chanhassenmn.gov>; Ryan, Elise <eryan@chanhassenmn.gov>; von Oven, Mark <mvonoven@chanhassenmn.gov>; Kimber, Josh <jkimber@chanhassenmn.gov>; McDonald, Jerry <jmcdonald@chanhassenmn.gov>; Schubert, Haley <hschubert@chanhassenmn.gov>; lisa@lisaforcarvercounty.com <lisa@lisaforcarvercounty.com> Subject: Pioneer Pass Chanhassen City Council – I live in Pioneer Pass neighborhood near the proposed new development, and would like to express my deep concerns about this project as it’s currently laid out. Currently, the back of our house overlooks a beautiful, wooded area, which would be eliminated by this project. Although I hate to lose my view, this is not my biggest concern. Moving into this house, we understood that the land behind us could one day be developed, and I work for Caterpillar, so I understand the need for development and progress. However, when we moved here (about 1.5 years ago), we chose Chanhassen after hearing so many great things about the town and seeing how well the town has been planned and the care that’s been taken to maintain the feel and atmosphere. We’re originally from Iowa, but have lived in many places around the world in the past 20 years, and one thing we really appreciate about the Midwest is the intention that goes into city planning. For instance, in many parts of the South, zoning appropriately isn’t the priority that it is in the Midwest, and the look and feel of many towns there suffer as a result. Moving here and exploring Chanhassen, it was apparent that this is not the case here. Although there are medium and even higher density areas in town (which is important), there are appropriate transitions between them which helps the town feel organized and maintains the value of the properties. In fact, in our own area of town, we have medium density housing across the park from us, but due to the park and the road the transition is reasonable and maintains an organized feel to the area. That leads into one of the serious concerns we have about this new planned proposal. Without any reasonable transition between them, this project would build medium density housing within a very short space from our house (nearest building will be 25 feet from our property line). This will lead to exactly the kind of disorganized feel that I 547 described in other parts of the country and will certainly have a detrimental impact on our property values. I understand and believe that part of your job as the city council is to help grow this community, including a variety of housing types, but I also believe it’s a part of your responsibility to protect the property of the current residents. I don’t object to building on this land, but I do think it should be consistent with the current zoning since there is no natural transition between them (like a road, park, or some distance with forest). Secondly, the proposed project includes the construction of a new road that will fiow onto Bluff Creek Drive between Hemlock and Pioneer Trail. The position of this road is on a hill at a curve not far from a busy intersection. A quick drive up Bluff Creek would make it apparent that this is an unsafe place for a new intersection. Additionally, the number of proposed homes in this development will add signiflcant traffic to an already busy residential road with a lot of children in the neighborhood. Again, I’m not opposed to developing this land (though I’d love to see it stay undeveloped), but I would request that this land be zoned to something consistent with the adjacent zoning. Obviously, this will beneflt your constituents in my neighborhood, but I believe it beneflts the town as a whole. It maintains the sense of order and planning that currently exists and will help give confldence to other current and future residents that the city works to protect the community that they are investing in. Regards, Nate Button 548 From: Lindsey Button Sent: Tuesday, January 21, 2025 6:53 AM To: lisa@lisaforcarvercounty.com <lisa@lisaforcarvercounty.com>; Maass, Eric <emaass@chanhassenmn.gov>; Ryan, Elise <eryan@chanhassenmn.gov>; von Oven, Mark <mvonoven@chanhassenmn.gov>; Kimber, Josh <jkimber@chanhassenmn.gov>; McDonald, Jerry <jmcdonald@chanhassenmn.gov> Subject: Pioneer Ridge Proposed Development Dear Elise, Jerry, Haley, Mark, Josh and Eric, My name is Lindsey Button. I am a resident of Chanhassen and I live at 1655 Hemlock Way in the Pioneer Pass neighborhood. I am writing to you today to seek your help regarding a proposed development project that will occur within 20 feet of my backyard as well as many of my neighbors on our street. Our family moved to Chanhassen from out of state. We looked at many different towns in the area and settled on Chanhassen due to its’ national recognition as a great place to live. We have school aged children who have beneflted greatly from the excellent schools in Chanhassen. We appreciate many things about Chanhassen whether it be the small town feel, the vast network of parks and trails, the focus on preserving natural habitat, and we resonate with Chanhassen’s vision to be a community for life, a place we can call home and enjoy living in. When we heard about the development plans of Brandl Anderson to build Pioneer Ridge, a medium density development consisting of 60 homes on 11 acres of land, we were very concerned. This proposal is concerning for many reasons, which I will identify below. The City of Chanhassen’s comprehensive plan lays out in, great detail, the vision going forward for the city. It states, “Chanhassen desires to support low density residential developments in appropriate areas of the community in such a manner as to maintain the aesthetic of the existing single family homes and to create new neighborhoods of similar character and quality. The proposed plan of Pioneer Ridge is an R-8 medium density housing plan with a proposed 60 homes in multi-dwelling structures. The site map and initial layout plans indicate that there would only be a distance of 20 feet in some areas from current residents property line and the physical structure of the buildings. This does not meet the City of Chanhassen’s 549 stated vision of “maintaining aesthetics of the existing single family homes” nor “create new neighborhoods of similar character and quality.” The City of Chanhassen’s comprehensive plan also states that, “Transitions should be created between different land uses. The more incompatible the land uses, the more important the transition zones. Natural features should be used to create transitions between incompatible uses. When these natural features are absent the Land Use Plan supports the creation of buffer yards with increased set backs containing landscaping and berming to improve the separation of incompatible uses. The Pioneer Ridge proposal does not have a transition zone between the two vastly different zoned neighborhoods, nor is there a natural feature, berm, or landscaping indicated on the current plans. The city has made it clear that there must be extra space between the buildings or another natural feature to maintain the aesthetic of the already existing single family homes. The ordinance states 20 feet set back but given the fact that these are two completely different Zones-R-8 vs R-4, it would beneflt both neighborhoods to have a larger transition space with landscaping to create privacy for both neighborhoods. Chanhassen’s comprehensive plan also states that development should be planned to avoid running high traffic volumes through residential neighborhoods. Bluff Creek Drive runs along the west side of Pioneer Pass (my neighborhood), a park, and many more houses before it reaches Audubon Rd. With an addition of 60 new homes, this would drastically increase the amount of traffic on Bluff Creek. The access road to the neighborhood is also concerning as it would intersect with Bluff Creek, an already busy road with many blind corners. This particular access road would come out on a hill, where visibility of oncoming cars would make it difficult to safely turn in and out of the development. With the park across the street, children from the neighborhood frequently cross at the cross walks to get to the park. With signiflcantly increased traffic, there would be increased risk to children and families. My flnal concern is environmental. I have always appreciated how Chanhassen has worked hard to create green space, preserve trees and habitats and maintained clean lakes and creeks. The city’s comprehensive plan states, “Housing development will respect the natural environment of the community while striving to accommodate needs of variety of housing types.” “Chanhassen is committed to increasing the overall tree cover of Chanhassen.” “Chanhassen will preserve wooded areas and natural habitat, existing vegetation, and plant communities wherever possible.” 550 Chanhassen’s commitment to preserving our green spaces and natural habitat does not seem in line with what the developershave planned. They plan to eliminate hundreds of trees of many varieties. They will also destroy the natural habitat for an enormous amount of wildlife that reside in this land, turkeys, foxes, owls, deer, just to name a few that I have seen. Whenever vegetation is destroyed, there is always an environmental problem of soil erosion and sedimentation which the city has stated they will work to minimize throughout Chanhassen. The land is on a hill and all of the erosion will fiow downstream to the creeks and lakes adjacent to the proposed development which will be harmful to both the environment as well as wildlife. I understand this is a lot, but our concerns are also many. Please understand we are not opposed to the city’s vision for development and providing homes of various price points and types for the many types of people who choose Chanhassen as their home. We have two main goals. 1)Approve the proposed development land for an R-4 Low Density Zoning (not R-8) which allows (according to City of Chanhassen Land Use) 1.2-4 units per acre. This would create more space to make a suitable transition spacebetween neighborhoods that would maintain the aesthetic of the current neighborhood, while also allowing opportunities for development of smaller multi family dwellings, and which would lessen the environmental and traffic impact. 2)We invite you to come see the proposed land and see flrsthand how the houses, neighborhood, and environment will be affected by the proposed R-8 development. We would warmly invite you at a time that is convenient for you to visit our neighborhood. I know many of us would really appreciate meeting you and showing you why we love Pioneer Pass and Chanhassen. I can be reached by my email: r or cell: ) to arrange a meeting. I thank you kindly for your time and appreciate your service to our city. I look forward to meeting with you at your convenience. Best Regards, Lindsey Button 551 From: segroskreutz Sent: Tuesday, January 21, 2025 5:13 PM To: Maass, Eric <emaass@chanhassenmn.gov>; Ryan, Elise <eryan@chanhassenmn.gov>; von Oven, Mark <mvonoven@chanhassenmn.gov>; Kimber, Josh <jkimber@chanhassenmn.gov>; McDonald, Jerry <jmcdonald@chanhassenmn.gov>; Schubert, Haley <hschubert@chanhassenmn.gov>; lisa@LisaforCarverCounty.com <lisa@LisaforCarverCounty.com> Subject: Pioneer Ridge Proposal I'm writing to express my concern about the proposed Pioneer Ridge development. You are seriously and negatively impacting the values of all homes in this neighborhood by adding rows of townhomes only 25 ft off the existing property lines. This is a family neighborhood where children run free. Property lines are blurred; especially in the backyard area. By adding this much new housing, safety will be a huge factor. There will be extra vehicles on the road and increased cars parked on the streets. Speaking of safety, there is already a blind curve on Bluff Creek. It is near an area where children cross the street to access the park. I fear that by adding more cars, especially with the Avienda development down the road, this will only get worse. And adding a driveway to access the new neighborhood off of Bluff Creek will only increase an already icy intersection. This is also a neighborhood full of wildlife. The location of the new housing will seriously alter the natural landscape. I understand that houses will be built no matter what the neighborhood thinks, but we hope you at least reconsider the placement and size of this development. Sincerely, Sarah Groskreutz 1615 Hemlock Way 552 From: Kristi Habermaier Sent: Monday, January 20, 2025 3:01 PM To: Ryan, Elise <eryan@chanhassenmn.gov>; Schubert, Haley <hschubert@chanhassenmn.gov>; Kimber, Josh <jkimber@chanhassenmn.gov>; McDonald, Jerry <jmcdonald@chanhassenmn.gov>; Maass, Eric <emaass@chanhassenmn.gov> Subject: Pioneer Ridge Development Hello, My name is Kristi Habermaier. I have been a resident of Pioneer Pass in Chanhassen since 2011. I am writing in regards to the Pioneer Ridge development proposal. I was not able to make the info session last week at the Rec Center due to my work schedule. My husband attended as well as many of my neighbors. After talking with my husband and neighbors, I have some concerns about the proposal. I understand the land has been sold to a developer and it's zoned for residential. However, I do not believe this proposal is in our neighborhood's best interest (or the city's for that matter). My main concern is safety. I have major concerns about adding an entry/exit point to the new development onto Bluff Creek Drive between Pioneer Trail and Hemlock Way. Bluff Creek Drive has seen way more traffic over the past few years than it used to, and it'll only increase once the Avienda construction area is complete. It can be quite difficult to take a left or right onto Bluff Creek from Hemlock as it is now. Many cars drive way too fast past the park and up the hill as well. Visibility is reduced due to the hill and also the trees planted along Bluff Creek. This intersection already scares me. I have a new teen driver and I worry about her being able to safely turn onto Bluff Creek. This is especially tough M- F in the morning hours and later afternoon/evening when kids and parents are commuting to/from school and work. There are also several bus stops on Bluff Creek. The hill heading up Bluff Creek also can get quite icy in the winter. I worry about cars trying to pull into/out of the new development in the winter. My house doesn't back up against the new development. I am on the opposite side of the street. I feel for my neighbors who will have a house that backs up to the townhouses. I don't understand why we need to pack in so many townhouses in such a small area other than to just make money. My neighbor was told by one of the developers, "It could be worse." Yes, it could be worse. I am happy three story townhouses aren't being built, but that doesn't make me feel better. Are there any other single family home developments in 553 Chanhassen where single families (ranging from 500-700k) have townhouses that close in their backyard? It's not fair, and it's dropping home values. The plans I saw have minimal trees between the flrst row of townhouses and most of the Hemlock houses. Why can't we build less townhomes and give our residents on Hemlock the privacy they deserve? The city of Chanhassen has been celebrated as one of the best places to raise a family. I absolutely love living in Chanhassen, but every time I think about this new development it saddens me. It takes a village to raise a family, and my neighborhood in Pioneer Pass is my village. My neighbors are my family, especially the strip of Hemlock being affected. They've helped raise my kids (and continue to do so). We are a tight-knit group. One family, pillars of the neighborhood and original owners, have already sold their house and moved in November due to this new development. I know several more families planning to do the same thing if this proposal goes through. It's devastating and overwhelming to think about my neighborhood (my family) being ripped apart. The message I got from my neighbors who attended last week's information session was that the city "doesn't care." Again, I recognize this land has been sold and will be developed. I ask that you don't accept this current proposal. There needs to be less townhouses with more space between the houses that back up to the townhouses. The entry/exit points into the townhouse area need to be relooked at for safety. Adding a street that enters/exits onto Bluff Creek is not safe. Concerned homeowner, Kristi Habermaier 1664 Hemlock Way Original owner since 2011 554 From: Aaron Pierce Sent: Monday, December 16, 2024 8:17 AM To: Maass, Eric <emaass@chanhassenmn.gov>; Ryan, Elise <eryan@chanhassenmn.gov>; von Oven, Mark <mvonoven@chanhassenmn.gov>; Kimber, Josh <jkimber@chanhassenmn.gov>; McDonald, Jerry <jmcdonald@chanhassenmn.gov>; Schubert, Haley <hschubert@chanhassenmn.gov>; lisa@lisaforcarvercounty.com <lisa@LisaforCarverCounty.com> Subject: Concerns regarding Pioneer Ridge development Dear All, I hope you are having a great week. My name is Aaron Pierce and my family and I live on 1695 Hemlock Way. I am writing to express my concerns regarding the Pioneer Ridge Development proposal in Chanhassen, MN. While I understand that development is essential for the growth of our city, I have several concerns about this speciflc proposal: Safety: •The plan to build 60 townhomes in a small area adjacent to existing single-family homes raises signiflcant safety concerns. •Increased traffic: The hill on Bluff Creek between Pioneer Trail and Hemlock Way is already busy and has a blind curve. Adding another intersection to this tight area (that also gets very icy in the winter) would be a huge hazard. •With the new Avienda development traffic also using Bluff Creek as an exit/entrance, there needs to be a much more thorough traffic study done. •Adding potentially 120 additional cars daily will signiflcantly increase the risk of accidents, both vehicular and pedestrian as there is a park across Bluff Creek from the Pioneer Pass neighborhood that sees many children and adults crossing daily. Parking: •There are already parking issues in the townhomes adjacent to Pioneer Pass, with insufficient parking spaces leading to many cars being parked on the street. •There is a potential for townhome residents and guests to park on Hemlock Way and walk through yards to access their homes. Land Erosion and Flooding: 555 •This is already a problem in Pioneer Pass, with homes along the ridge experiencing erosion. •Water runoff from the new townhomes could exacerbate fiooding issues for existing single-family homes. Impact on Existing Home Values: •The proximity of townhome structures to existing single-family homes could negatively impact property values. •The current proposal of 3 story townhomes backing directly up to single family homes has signiflcant implications for property values. •The removal of trees that currently serve as a buffer between the townhomes and existing homes would further diminish the neighborhood's aesthetic appeal. I recognize that the land has been sold and will be developed, which is beneflcial for Chanhassen's growth. However, it is crucial to consider the impact on existing residents and maintain the character of our neighborhood. I propose that the development be modifled to include single-family homes or detached villas instead of rows of townhomes. This change would better align with the beauty and feel of our existing neighborhood. We would like to arrange a meeting with the developer, city council, city planner, and residents of Pioneer Pass neighborhood to discuss these concerns and explore possible alternatives. It would be helpful for the city representatives to see the site in person to really explain and demonstrate our concerns. I look forward to hearing from you. Sincerly, Aaron Pierce 556 From: Emily Newman Sent: Monday, December 9, 2024 10:05 PM To: lisa@lisaforcarvercounty.com <lisa@lisaforcarvercounty.com>; Schubert, Haley <hschubert@chanhassenmn.gov>; McDonald, Jerry <jmcdonald@chanhassenmn.gov>; Kimber, Josh <jkimber@chanhassenmn.gov>; von Oven, Mark <mvonoven@chanhassenmn.gov>; Ryan, Elise <eryan@chanhassenmn.gov>; Maass, Eric <emaass@chanhassenmn.gov> Subject: Concerns Regarding Pioneer Ridge Development Proposal Dear City/County Officials, I hope you’re having a great Friday! My name is Emily Newman, and I live on Hemlock Way. I’m writing to share my concerns about the proposed Pioneer Ridge Development. While I understand the importance of growth, I have several issues with this plan: Safety Concerns: • Traffic & Accessibility: Adding 60 townhomes near existing single-family homes could increase traffic and create safety risks. The hill on Bluff Creek between Pioneer Trail and Hemlock Way is already busy and has a blind curve. Adding another intersection in this area, especially one that’s icy in winter, could be dangerous. • Increased Traffic: With the nearby Avienda development also adding traffic to Bluff Creek, the area could see up to 120 more cars daily. This could increase the risk of accidents, especially with a park across Bluff Creek where children and pedestrians cross regularly. • Traffic Study: I recommend a more thorough traffic study to assess the safety impacts. Removing the Bluff Creek entrance from the development could help alleviate some of these issues. Parking Issues: • There is already a parking shortage in the townhomes near Pioneer Pass, and many cars are parked on the street. If more people park on Hemlock Way and walk through yards to access their homes, it could disrupt the neighborhood. Environmental Concerns: 557 • Erosion & Flooding: Erosion is already an issue for homes along the ridge in Pioneer Pass. Runoff from the new townhomes could worsen fiooding problems for nearby homes. • Tree Removal: The removal of trees that currently serve as a buffer between the proposed development and existing homes could increase erosion and affect the neighborhood’s visual appeal. Impact on Property Values: • The proposed three-story townhomes backing directly onto single-family homes could lower property values and change the neighborhood’s character. • Losing trees and green space would further detract from the beauty of the area and likely harm property values. Proposed Solution: While I understand the need for development, I believe a better solution would be to replace the townhomes with single-family homes or detached villas. This would better match the character of the neighborhood. Request for a Meeting: I would appreciate the opportunity to meet with the developer, city council members, city planners, and other concerned residents to discuss these issues further. A site visit by city representatives would be helpful to better understand and address these concerns. Thank you for your time. I look forward to hearing from you and working together to flnd a solution that beneflts everyone. Sincerely, Emily Newman 558 From: Heather Wendt Sent: Sunday, December 8, 2024 10:00 AM To: Maass, Eric <emaass@chanhassenmn.gov>; Ryan, Elise <eryan@chanhassenmn.gov>; von Oven, Mark <mvonoven@chanhassenmn.gov>; Kimber, Josh <jkimber@chanhassenmn.gov>; McDonald, Jerry <jmcdonald@chanhassenmn.gov>; Schubert, Haley <hschubert@chanhassenmn.gov>; lisa@lisaforcarvercounty.com <lisa@lisaforcarvercounty.com> Subject: Pioneer Ridge Development Concerns Dear All, My name is Heather Wendt, and I live on Marigold Court in Chanhassen. I am writing to express my concerns regarding the Pioneer Ridge Development proposal. While I understand that development is essential for the growth of our city, I have several concerns about this speciflc proposal: Safety: • The plan to build 60 townhomes in a small area adjacent to existing single-family homes raises signiflcant safety concerns. • Increased traffic: The hill on Bluff Creek between Pioneer Trail and Hemlock Way is already busy and has a blind curve. Adding another intersection to this tight area (that also gets very icy in the winter) would be a huge hazard. • With the new Avienda development traffic also using Bluff Creek as an exit/entrance, there needs to be a much more thorough traffic study done. • Adding potentially 120 additional cars daily will signiflcantly increase the risk of accidents, both vehicular and pedestrian as there is a park across Bluff Creek from the Pioneer Pass neighborhood that sees many children and adults crossing daily. Parking: • There are already parking issues in the townhomes adjacent to Pioneer Pass, with insufficient parking spaces leading to many cars being parked on the street. • There is a potential for townhome residents and guests to park on Hemlock Way and walk through yards to access their homes. Land Erosion and Flooding: 559 • This is already a problem in Pioneer Pass, with homes along the ridge experiencing erosion. • Water runoff from the new townhomes could exacerbate fiooding issues for existing single-family homes. Impact on Existing Home Values: • The proximity of townhome structures to existing single-family homes could negatively impact property values. • The current proposal of 3 story townhomes backing directly up to single family homes has signiflcant implications for property values. • The removal of trees that currently serve as a buffer between the townhomes and existing homes would further diminish the neighborhood's aesthetic appeal. I recognize that the land has been sold and will be developed, which is beneflcial for Chanhassen's growth. However, it is crucial to consider the impact on existing residents and maintain the character of our neighborhood. I propose that the development be modifled to include single-family homes or detached villas instead of rows of townhomes. This change would better align with the beauty and feel of our existing neighborhood. We would like to arrange a meeting with the developer, city council, city planner, and residents of Pioneer Pass neighborhood to discuss these concerns and explore possible alternatives. It would be helpful for the city representatives to see the site in person to really explain and demonstrate our concerns. Regards, Heather Wendt 560 From: Kristyn Vickman Sent: Friday, December 6, 2024 11:38:59 AM To: Ryan, Elise <eryan@chanhassenmn.gov>; von Oven, Mark <mvonoven@chanhassenmn.gov>; Kimber, Josh <jkimber@chanhassenmn.gov>; McDonald, Jerry <jmcdonald@chanhassenmn.gov>; Schubert, Haley <hschubert@chanhassenmn.gov>; lisa@lisaforcarvercounty.com <lisa@lisaforcarvercounty.com> Subject: Pioneer Ridge Development Hello, My name is Kristyn Vickman, and I live on Hemlock Way in Chanhassen. I am writing to express my concerns regarding the Pioneer Ridge Development proposal in Chanhassen (adjacent to my neighborhood). While I understand that development is essential for the growth of our city, I have several concerns about this speciflc proposal: Safety: • The plan to build 60 townhomes in a small area adjacent to existing single-family homes raises signiflcant safety concerns. • Increased traffic: The hill on Bluff Creek between Pioneer Trail and Hemlock Way is already busy and has a blind curve. Adding another intersection to this tight area (that also gets very icy in the winter) would be a huge hazard. • With the new Avienda development traffic also using Bluff Creek as an exit/entrance, there needs to be a much more thorough traffic study done. • Adding potentially 120 additional cars daily will signiflcantly increase the risk of accidents, both vehicular and pedestrian as there is a park across Bluff Creek from the Pioneer Pass neighborhood that sees many children and adults crossing daily. Impact on Existing Home Values: • The proximity of townhome structures to existing single-family homes could negatively impact property values. • The current proposal of 3 story townhomes backing directly up to single family 561 homes has signiflcant implications for property values. • The removal of trees that currently serve as a buffer between the townhomes and existing homes would further diminish the neighborhood's aesthetic appeal. • The proposed set-backs for the townhomes to the single family homes are far too short. The existing homes deserve to have a larger buffer in addition to landscaping between the developments. Land Erosion and Flooding: • This is already a problem in Pioneer Pass, with homes along the ridge experiencing erosion. • Water runoff from the new townhomes could exacerbate fiooding issues for existing single-family homes. I recognize that the land has been sold and will be developed, which is beneflcial for Chanhassen's growth. However, it is crucial to consider the impact on existing residents and maintain the character of our neighborhood. We would like to arrange a meeting with the developer, city council, city planner, and residents of Pioneer Pass neighborhood to discuss these concerns and explore possible alternatives. It would be helpful for the city representatives to see the site in person to really explain and demonstrate our concerns. I look forward to hearing from you. Sincerely, Kristyn Vickman Realtor® I Edina Realty 612.227.0009 562 From: Katie Newman Sent: Friday, December 6, 2024 10:31 AM To: lisa@LisaforCarverCounty.com <lisa@LisaforCarverCounty.com>; Schubert, Haley <hschubert@chanhassenmn.gov>; McDonald, Jerry <jmcdonald@chanhassenmn.gov>; Kimber, Josh <jkimber@chanhassenmn.gov>; von Oven, Mark <mvonoven@chanhassenmn.gov>; Ryan, Elise <eryan@chanhassenmn.gov>; Maass, Eric <emaass@chanhassenmn.gov> Subject: Concerns Regarding Pioneer Ridge Development Proposal Dear City & County Officials, Happy Friday! My name is Katie Newman, and I am a resident of Hemlock Way. My family and I moved here from Eden Prairie in 2022 and have fallen in love with the Chanhassen community. I am reaching out today to share my concerns about the proposed Pioneer Ridge Development in Chanhassen. While I understand that growth and development are important for our city’s progress, I have several speciflc concerns regarding this proposal: Safety Concerns: • Traffic and Accessibility: The plan to add 60 townhomes near existing single-family homes raises signiflcant safety issues. The hill on Bluff Creek, between Pioneer Trail and Hemlock Way, already experiences heavy traffic and has a blind curve. Introducing another intersection in this area—especially one that tends to get icy in the winter—could create a dangerous situation. • Increased Traffic Volume: The nearby Avienda development is expected to increase traffic on Bluff Creek, which already serves as a primary route for local residents. With up to 120 additional cars daily, the risk of accidents, both vehicular and pedestrian, could increase, particularly with a park across Bluff Creek that is frequented by children and pedestrians. • Traffic Study: Given the anticipated increase in traffic, I believe a more thorough traffic study should be conducted to ensure safety for all. I see many of these 563 issues resolving with the elimination of the Bluff Creek entrance to the planned development. Parking Issues: • Current Parking Shortage: The townhomes adjacent to Pioneer Pass are already experiencing parking challenges, with many vehicles being parked on the street due to a lack of available spaces. • Impact on Hemlock Way: There is concern that future residents and guests may park on Hemlock Way and walk through yards to access their homes, further disrupting the neighborhood. Environmental Concerns: • Land Erosion and Flooding: Erosion is already an issue in Pioneer Pass, particularly for homes along the ridge. The water runoff from new townhomes could worsen fiooding problems for existing homes in the area. • Environmental Impact: The removal of trees that currently act as a buffer between the proposed development and existing homes may exacerbate both erosion and visual disruption. Impact on Property Values: • Proximity of Townhomes: The proposed three-story townhomes backing directly onto single-family homes could negatively affect property values. The development’s height and density may also alter the neighborhood’s aesthetic appeal and overall character. • Loss of Green Space: The loss of trees, which currently provide a natural buffer, could further detract from the beauty of the neighborhood and potentially diminish property values. Proposed Solution: While I recognize the value of development for the city’s growth, it is important to balance this with the needs and concerns of current residents. I would like to propose an alternative to the current development plan—one that includes single-family homes or detached villas rather than rows of townhomes. This change would better align with the character and aesthetic of the surrounding area. 564 Request for Meeting: I would appreciate the opportunity to meet with the developer, city council members, city planners, and other concerned residents to discuss these issues in more detail. It would be incredibly helpful for city representatives to visit the site in person so they can better understand and address the concerns raised by the community. Thank you for your time and consideration. I look forward to your response and to the possibility of working together to flnd a solution that beneflts everyone. Sincerely, Katie Newman 565 From: Katie Newman Sent: Friday, January 17, 2025 10:01 PM To: lisa@LisaforCarverCounty.com <lisa@LisaforCarverCounty.com>; Schubert, Haley <hschubert@chanhassenmn.gov>; McDonald, Jerry <jmcdonald@chanhassenmn.gov>; Kimber, Josh <jkimber@chanhassenmn.gov>; von Oven, Mark <mvonoven@chanhassenmn.gov>; Ryan, Elise <eryan@chanhassenmn.gov>; Maass, Eric <emaass@chanhassenmn.gov> Subject: Re: Concerns Regarding Pioneer Ridge Development Proposal Hi all - I got the opportunity to attend the meeting held by Brandl on Tuesday and it raised some new concerns we’d like you all to note: 1. they mentioned having to move the current sidewalk along Pioneer to make room for their development. This sidewalk is already quite close to the road and moving it even closer is bound to pose some safety risks. 2. Removing all but one existing trees between the proposed development and the current Pioneer Pass neighborhood is eliminating all sense of privacy. 3. Entrance off Bluff Creek to new development poses safety risks. They stated they did “traffic studies” but didn’t elaborate on how they will ensure safety. This road gets extremely slippery in the winter and with it being a blind curve, I am highly concerned for auto accidents as well as pedestrian safety. 4. The Pioneer Pass city park is already overwhelmed with traffic and adding another 120+ residence will further overwhelm this resource. 5. I understand this is land that will be developed on but it is sad to see a wildlife sanctuary get destroyed by this. There are many, many animals that use this space and we will be destroying their homes. I appreciate you hearing my concerns and look forward to continuing the conversation. Katie Newman From: Katie Newman < Sent: Friday, December 6, 2024 10:31:37 AM To: lisa@LisaforCarverCounty.com <lisa@LisaforCarverCounty.com>; hschubert@chanhassenmn.gov <hschubert@chanhassenmn.gov>; jmcdonald@chanhassenmn.gov <jmcdonald@chanhassenmn.gov>; jkimber@chanhassenmn.gov <jkimber@chanhassenmn.gov>; 566 mvonoven@chanhassenmn.gov <mvonoven@chanhassenmn.gov>; eryan@chanhassenmn.gov <eryan@chanhassenmn.gov>; emaass@chanhassenmn.gov <emaass@chanhassenmn.gov> Subject: Concerns Regarding Pioneer Ridge Development Proposal Dear City & County Officials, Happy Friday! My name is Katie Newman, and I am a resident of Hemlock Way. My family and I moved here from Eden Prairie in 2022 and have fallen in love with the Chanhassen community. I am reaching out today to share my concerns about the proposed Pioneer Ridge Development in Chanhassen. While I understand that growth and development are important for our city’s progress, I have several speciflc concerns regarding this proposal: Safety Concerns: • Traffic and Accessibility: The plan to add 60 townhomes near existing single-family homes raises signiflcant safety issues. The hill on Bluff Creek, between Pioneer Trail and Hemlock Way, already experiences heavy traffic and has a blind curve. Introducing another intersection in this area—especially one that tends to get icy in the winter—could create a dangerous situation. • Increased Traffic Volume: The nearby Avienda development is expected to increase traffic on Bluff Creek, which already serves as a primary route for local residents. With up to 120 additional cars daily, the risk of accidents, both vehicular and pedestrian, could increase, particularly with a park across Bluff Creek that is frequented by children and pedestrians. • Traffic Study: Given the anticipated increase in traffic, I believe a more thorough traffic study should be conducted to ensure safety for all. I see many of these issues resolving with the elimination of the Bluff Creek entrance to the planned development. Parking Issues: 567 • Current Parking Shortage: The townhomes adjacent to Pioneer Pass are already experiencing parking challenges, with many vehicles being parked on the street due to a lack of available spaces. • Impact on Hemlock Way: There is concern that future residents and guests may park on Hemlock Way and walk through yards to access their homes, further disrupting the neighborhood. Environmental Concerns: • Land Erosion and Flooding: Erosion is already an issue in Pioneer Pass, particularly for homes along the ridge. The water runoff from new townhomes could worsen fiooding problems for existing homes in the area. • Environmental Impact: The removal of trees that currently act as a buffer between the proposed development and existing homes may exacerbate both erosion and visual disruption. Impact on Property Values: • Proximity of Townhomes: The proposed three-story townhomes backing directly onto single-family homes could negatively affect property values. The development’s height and density may also alter the neighborhood’s aesthetic appeal and overall character. • Loss of Green Space: The loss of trees, which currently provide a natural buffer, could further detract from the beauty of the neighborhood and potentially diminish property values. Proposed Solution: While I recognize the value of development for the city’s growth, it is important to balance this with the needs and concerns of current residents. I would like to propose an alternative to the current development plan—one that includes single-family homes or detached villas rather than rows of townhomes. This change would better align with the character and aesthetic of the surrounding area. Request for Meeting: I would appreciate the opportunity to meet with the developer, city council members, city planners, and other concerned residents to discuss these issues in more detail. It would be 568 incredibly helpful for city representatives to visit the site in person so they can better understand and address the concerns raised by the community. Thank you for your time and consideration. I look forward to your response and to the possibility of working together to flnd a solution that beneflts everyone. Sincerely, Katie Newman 569 From: Wong, Erin < Sent: Saturday, January 18, 2025 10:51 AM To: Maass, Eric <emaass@chanhassenmn.gov>; Ryan, Elise <eryan@chanhassenmn.gov> Cc: Hokkanen, Laurie <lhokkanen@chanhassenmn.gov>; Howley, Charles <chowley@chanhassenmn.gov> Subject: RE: {External} Re: {External} Re: Pioneer Ridge Good Morning Eric and Elise, I hope you have/had a wonderful long weekend! I’m following up on this email chain as I attended the Brandl Anderson open house on Tuesday which I really appreciated them having, but I sense there is little room for community input or proposed changes (although I did appreciate Eric Maass providing the opportunity to list what we are concerned about and am hopeful the city will take our concerns into consideration). I am not happy with the current proposal and would appreciate your consideration of my concerns: When we voiced our concerns with how close the buildings will be to existing single family homes and asked if they could consider putting single family homes there, they said that it’s the city’s requirement they need to meet and wouldn’t be able to meet it if they moved the proposed rows of townhomes further from existing single family homes, and they deflnitely could not do single family homes and meet the requirement. From what I understand, this was zoned this way in 2020, but I don’t recall residents being made aware of this. Per your response below, they just need to have 4 homes per acre, but they pointed at the city requirement to say they couldn’t do it. They also said they could have packed even more homes in and they didn’t (which felt very dismissive of our concerns as if we should be happy with the current proposal as it could have been worse). •Is this truly a city requirement that Chanhassen is required to hold fast to, or is this something that could be revised? I also asked if there were any examples of rows of town homes built directly behind existing single family homes as I have been looking as I drive through Chanhassen, Chaska, and Eden Prairie and I haven’t seen any. They flrst said, there are townhomes everywhere in the city, this is no different, but I pointed out that I haven’t seen any single-family homes with townhomes in their back yard. They were unable to provide me with any examples. I am concerned that this will decrease home values signiflcantly, ruin the look and feel of our 570 neighborhood, increase traffic signiflcantly, have the potential for visitors to park on our street (Hemlock Way) and walk through yards to get to the townhomes, and increase accidents (along with all the other concerns I have also voiced). I also asked how many renters will be allowed and they said 1 per building which means they could potentially have 25% renters. Renters are not permanent residents and typically do not care for their property the same as someone who owns their property, so I have concerns with this as well (I have personal experience with this from when I lived in a townhome for 7 years as well as my mom’s current experience in her townhome in Chanhassen as she has a rental unit next door. Her association actually dropped the number of allowed renters due to issues). •MAIN ASK: I would appreciate it if a representative from the City Council, or either of you would be willing to meet myself and potentially other neighbors to view the proposed development location in the next couple weeks so that we can show you our concerns visually and in person. How would I go about scheduling this? I assume the city council meeting will be too late to discuss concerns so I would appreciate if this could be scheduled before that meeting. Some other questions I have: •How will the citizens of Chanhassen know our concerns are being addressed? •What avenues of input do we have? •Would a petition be necessary in order to be heard? •Could we consider a similar zoning to the neighborhood off Pioneer Trail in Eden Prairie that faces Lake Riley? This is also a small sliver of land and has two rows of single family homes with plenty of room between. This could keep with the look and feel of this neighborhood and reduce the chance of lowered home values. I hope you have a wonderful day and thank you for your consideration. Kind Regards, Erin 571 Merry Christmas and Happy Holiday to you and your families. Nancy and I live on Hemlock Way in Pioneer Pass. We are writing to express our concern regarding the Pioneer Ridge Development proposal in Chanhassen, MN. We understand the property has been sold to Brandl Anderson and a new townhouse development is proposed to be built soon. The Pioneer Pass homeowners, and especially those that butt up against the new development property, knew one day, this beautiful piece of land that buffers Pioneer Pass and Pioner Trail would be utilized. Our hope would be a peaceful new single row of similar single-family homes, not 60 townhouses in a small, condensed area. We decided to purchase our home on Hemlock Way in 2013 because of the spectacular view, the extended back yard (albeit state owned) and the peacefulness that my wife and I needed entering our senior years. We’ve enjoyed seeing the wildlife living, moving, and growing over the last 11 years and especially enjoy seeing the deer at dusk and dawn most days. While we understand that development is essential for the growth of our city, we have several concerns about this specific proposal: 1) We understand there is already a plan to build 60 townhomes. We’ve seen the layout, and quite frankly, feel the design is extraordinarily aggressive based on the space between Pioneer Trail and the homes on Hemlock Way. Have you walked the property? 60 townhomes, approximately 180 people, and approximately 120 cars plus traffic crammed in that small area? These townhomes would have to be small and the road(s) would be tight. Congestion and all of the negative factors that come with it will be visibly and audibly concerning to both new residents and the existing homeowners. 2) Smaller townhomes crammed in a tight corner would bring on unnecessary implications to the existing Pioneer Pass homeowners, including but not limited to reduced property values. We assume the developers are not concerned with this but feel the State, County, and City of Chanhassen would have substantial concern. None of the existing homeowners are in favor of any type of reduction of home values especially when this could be avoided by an upgrade from unwanted townhomes to similar single-family homes. 3) Under the existing proposed development, the townhomes are way too close to the houses they back up against. Forcing two rows of townhouses in that small area in order to maximize profits is foolish and unwelcome. A single row of single-family homes would not have the same negative aesthetic affect. An easement of at least 25 feet should be considered between the existing property line and the new property line. There are mature trees on the land now. The Developer wants to replace them with 3’ trees bordering the property lines. A berm or larger trees should be considered. 572 4) Adding 60 small unwanted townhomes and 120 cars, trucks, and SUV’s will introduce traffic not only in that small, condensed area but will add traffic concerns to an already dangerous intersection entering the neighborhood on the Bluff Creek side. Blind spots due to hills and curves will provide higher potential for vehicle and pedestrian accidents. 5) Not only would we project 120 cars to be in constant motion throughout the day and night, but visitor parking would complicate matters even more. More traffic, more noise, more safety issues. Additionally, there are more potential safety concerns between 60 crammed townhomes and the existing Pioneer Pass homeowners. If you have not walked the area, I encourage you to do so. It’s a beautiful piece of property that aligns Pioneer Trail to include wildlife and children’s activity in both the winter and the summer. The residents of Pioneer Pass can accept this loss, but this is an extremely tough pill to swallow hearing that this great piece of land will be replaced by 60 townhomes and 120 people. This letter, and I am sure many more, recognize that this development is crucial to the City of Chanhassen’s growth. No argument. However, utilizing this space for rows of unwanted townhomes doesn’t seem to be the best choice here. A single row of similar single-family homes with similar values would be beneficial to the city and the current taxpaying residence of Pioneer Pass. In summary, we hope the City and this committee would consider the negative impact for this development: increased safety issues, lower values of existing homes, preservation of existing mature trees, distance between the proper lines, and the impact on wildlife. This proposed development has already caused some families to list their homes and to sell due to the issues pointed out above. Please reconsider the effect of an abundance of townhomes versus a row of similar single-family homes. Thank you for your consideration. Dan & Nancy Gilmore 1705 Hemlock Way 573 From: Chanhassen Website Team <webmaster@Chanhassenmn.gov> Sent: Wednesday, February 12, 2025 6:08 PM To: Maass, Eric <emaass@chanhassenmn.gov> Subject: Concerns with development at Pioneer Pass and Bluff Creek Blvd Message submitted from the <Chanhassen, MN> website. Site Visitor Name: Zhexin Zhang Site Visitor Email: Hi Eric, I'd like to raise my concerns about the density of the townhouse development at Pioneer Pass and Bluff Creek Blvd. With a high density development, I am concerned about the traffic along Bluff Creek Blvd, as well as the sight lines for safe turning in and out of the proposed development due to significant gradient of the street. Also, Bluff Creek Blvd is already a busy street so limiting additional traffic will be beneficial for existing residents in the area. This is especial important considering the children foot traffic for crossing the street to Pioneer Pass Park. Thank you for reading and if this could please be passed on to the Planning Commission and City Council, it will be much appreciated. Best, Zhexin 574 From: Glen Schoenberg Sent: Monday, February 17, 2025 3:13 PM To: Ryan, Elise <eryan@chanhassenmn.gov> Subject: Proposed Pioneer Ridge Development Dear Mayor Ryan, Thank you for coming out to the proposed development site on February 6th! My name is Glen Schoenberg, and I have been a proud resident of Chanhassen since 2011, residing at 1665 Hemlock Way. I am writing to express my deep concerns regarding the proposed development of Pioneer Ridge. For nearly 14 years, my family and I have cherished our life in Chanhassen. My oldest boys, who were just two years old when we moved here, are now sixteen and sophomores at Chanhassen High School. My youngest son, born here, is nine years old and a fourth grader at Bluff Creek Elementary. We have loved living in Chanhassen for many reasons, but none more important than the strong sense of community and neighborhood feeling that deflnes our city. I have several concerns about the proposed development, and I would like to address three of them here. 1. Safety Concerns: The proposed road leading to Bluff Creek Drive and the lack of parking in the development raise signiflcant safety issues. The road connecting this development to Bluff Creek Drive is on a hill and curve with limited sight lines, which become extremely slippery during winter. The traffic study conflrms that even with excavation and grading, the recommended sight lines for an intersection cannot be achieved. The Hemlock Way intersection, which is closest to this proposed road, already has limited sight lines due to curves, making it dangerous. This new intersection would be in an even worse position. Additionally, the limited visitor parking spaces in this proposed development will lead to illegal parking on the development streets and overfiow parking in the Pioneer Pass neighborhood, congesting the intersection and creating a more dangerous situation for children crossing the road to go to the park. The lack of parking may also result in Pioneer Ridge residents and visitors parking further down Hemlock Way from the intersection at Bluff Creek Drive and then cutting through yards to access the townhouse development. With my 30 years of experience in the physical security industry that including my military background and certiflcation as a Physical Security Professional through ASIS 575 International, I can attest that this scenario poses a signiflcant safety and security risk for existing residents. 2. Lack of Green Space: Chanhassen residents have chosen this city for its thoughtful neighborhood design and incorporated green spaces. The proposed development of 60 townhouses on this narrow piece of land, which includes undevelopable areas, lacks any signiflcant green space. Over the years, Chanhassen has seen a signiflcant increase in applications for zoning permits for new infrastructure. This rampant growth is pushing nature out and reducing the open spaces that our community holds dear. According to respected urban planners, cities should retain a balance between architecture and green spaces to maintain environmental health and residents' quality of life (Johnsen, 2018). 3. Impact on Neighborhood Character: Building a townhouse development so close to a single-family neighborhood disrupts the quaint environment and introduces a metropolitan atmosphere, I would have parts of six dwelling looking into my property, with an average of six dwellings looking into two properties in the back along the property lines. While I understand that this land will be developed, I am opposed to building a townhouse development here without a reasonable transition from the existing single-family neighborhood. I have not found any examples of such a development in Chanhassen. Even the developer admitted during the neighborhood meeting that they have never seen or done a townhouse development so close to a single-family neighborhood. One of the qualities that attracted us to Chanhassen when we moved here from the Washington DC area was the city's quality layout of residential areas. Chanhassen has set a precedent for preserving neighborhood appeal and ensuring respectable transitions between different types of neighborhood densities. This proposed development contradicts every neighborhood in Chanhassen and sets a dangerous new precedent for future development. Chanhassen’s 2040 Comprehensive Plan supports the standard we are used to, speciflcally in Land Use section 1.7.1, Goal 1, which states, “Support low-density residential development in appropriate areas of the community in such a manner as to maintain the aesthetic of existing single-family areas, and to create new neighborhoods of similar character and quality.” The plan also calls for transitions and buffer yards with increased setbacks between neighborhoods of different densities. This proposed development directly contradicts both statements. I have heard it stated that since this area is guided for medium density in the 2040 Comprehensive Plan, the landowner has the right to build what they want. I challenge that statement, as the 2040 Comprehensive Plan has confiicting statements about the la nd's 576 use between the Land Guide and Land Use Goals. The Comprehensive Plan states that it is designed to serve as a guide for local decision-making and is a fiexible tool that can be adapted to new policies to attain stated goals. With these concerns in mind, and the recent announcement of the Met Council scaling back on density requirements, I urge you to consider alternate solutions for the development of this land. A couple of options could be: • Amend the 2040 Comprehensive Plan to designate this area for low-density housing that would integrate into the existing neighborhood and uphold the precedent Chanhassen has set over the years. • Change the design from townhomes to duplexes or small lot single family homes that would better transition from the existing neighborhood to this development. • Reduce the number of houses being built to increase the transition area and create a respectable buffer between neighborhoods, even if that means granting the developer an exemption to the zoning requirements. • At minimum: o There needs to be a 6-foot berm with evergreen trees along the border between the neighborhoods to create a year-round buffer to help alleviate drainage from the proposed development into the existing properties and help with noise and light pollution. o Remove the Northern most set of 6 townhomes that have the closest setback from the existing houses to create additional green space, parking spaces and room for a respectable buffer. As a citizen of Chanhassen, I implore the city council not to approve the pending zoning permit application for new construction. This decision will help preserve natural elements, ensure our green spaces are protected, and maintain our city's character rather than transforming it into a concrete jungle. Thank you for taking the time to read my letter. Sincerely, Glen Schoenberg 577 From: Matt Wilde Sent: Friday, February 14, 2025 3:18 PM To: Maass, Eric <emaass@chanhassenmn.gov>; Ryan, Elise <eryan@chanhassenmn.gov> Subject: Re: Pioneer Ridge Development Concerns Mayor Ryan - Thank you again for coming out to our neighborhood to walk the proposed property a few weeks back. Hope you warmed up by now… I’m unable to attend the upcoming planning meeting because of work travel, but wanted to re-emphasize my main concerns. I included my original e-mail below that goes into greater detail, but here’s my biggest concerns: 1. Lack of distance and transition from existing single-family homes. (My home is the closest of all homes, even with the updated setback). 2. The developer purchased a very small parcel of land, especially when considering the slopes that make the majority of space unusable. While I understand the need for the developer to be profltable, it should not happen at the expense of existing homeowners. Under the current plan, that’s exactly what is happening. 3. I have signiflcant concerns around the future drainage issues. We already have water issues because of the clay soil and that problem will only be increased with an additional 60 homes and roads. For years, we tried to put in a pool in our yard but was not approved by the city because of non-permeable surface concerns. Now, the city is allowing acres of buildings. I worry about the repercussions of this building on both my home and yard and how that will be handled in the future if there are issues. Lastly, I’m not sure how the calculation is made, but the developer purchased 12 acres of land, but not all of that purchased land is usable, or even included on the updated plan. (A large portion of the land they bought is on top of the hill to the easy of the proposal) Those 60 homes are put on a very small portion of the 12 acres, making the density higher than stated. As you drive up and down Pioneer Trail throughout all of Chanhassen, there are trees, wetlands, and prairie from Eden Prairie all the way to Chaska. This will be the one place on Pioneer Trail that has higher density homes. 578 I appreciate your attention to an important matter, both for current neighbors, but also the precedent this sets on future Chanhassen growth. Thanks Matt Wilde 1685 Hemlock Way On Sat, Jan 25, 2025 at 11:16 AM Matt Wilde < > wrote: To all interested parties - I’m writing with concerns about the proposed development of Pioneer Ridge, as a direct neighbor. Many of my neighbors have sent a list of concerns that has been drafted cooperatively, so I won’t re-send those, although I share the same concerns. I want to highlight a few of my biggest concerns about the proposed development: • Proximity to existing homes and related issues: The proposal by Brandl Anderson places a signiflcant amount of medium density homes directly behind existing low- density homes with no buffer. Other developments in Carver County have included some sort of buffer, whether it be trees, berms or other natural transitions. Examples include a berm with tall trees that was built in the Avienda border, maintaining trees and more space in the new development on Audubon in Chaska and many others. Section 1.7.2 of the Chanhassen 2040 plan cites “The city will promote the mixing of housing densities…. Such mixed densities must provide appropriate transitions for existing development. • Flooding concerns: When Pioneer Pass was built, the backyards on the south side of the development were essentially swamps. Additional drainage was added after the project (by the developer) was completed but when heavy rains occur, backyards are wet for extended periods. In addition, the area that is being developed is often plagued by water, even from the lightest rains. There has been signiflcant settling and I worry that not only will the additional homes and changed drainage will cause additional impacts to my property, but also impacts to the newly developed structures. When asking Brandl Anderson about the issue during the open house, they essentially said that if the development results in additional fiooding, we will need to work with the City. 579 • Destruction of property value: No matter what, this development will result in lower property values. When my home was purchased, I paid a premium for the unobstructed view. Construction of structures in such close proximity to existing developments, speciflcally with the planned height, will considerably decrease property value. • Traffic: There is so much growth in the area, between Avienda, the proposed development to the south of Pioneer Trail, and the future light commercial on Pioneer Trail, that putting two new entrances to the neighborhood combined with this new traffic is likely to cause congestion and backup issues. • Tree removal: The property that is being developed has signiflcant amounts of mature trees that will need to be removed. These trees provide shade (another goal of the Chanhassen 2040 plan) as well as habitats for bald eagles, owls and many other birds. The proposed trees that are to be conserved are entirely on non- buildable portions of the property. Instead of just bringing up issues, I want to propose some ideas to help with the issues: • Instituting a solution to follow the 2040 Plan of providing transitions for existing developments. This could include berms, trees or other separation ideas. • Larger set back from the existing neighborhood to help protect property values and simultaneously maintain/create more of a buffer between development types through existing trees that would no longer be removed and new features to separate housing. • Pushing the development closer to Pioneer Trail to alleviate the overlapping of the existing and proposed development. • Measuring the density requirements only using the true buildable space on this property. • Decreasing the number of units and only putting homes on the southside of the proposed road parallel to Pioneer Trail. • Imposing size restrictions of the new homes, speciflcally height of new homes. Brandl Anderson bought a parcel of land that is extremely small in terms of buildable space. The lack of buildable space on this land results in concentration into one area to meet the zoning requirements. I understand the need for them to be profltable in this 580 development, but the profltability should not be at the expense of current residents, both in quality of their property or real value decreases. I am aware that Chanhassen will continue to grow and that it can beneflt all residents, I’d ask the City Leadership to consider some of the issues that have been brought up both in this message and in the broader Pioneer Pass communications from the community. Would be happy to discuss or expand on any of these issues. Appreciate your attention to an important issue. Matt Wilde 581 Planning Commission Item February 18, 2025 Item Approve Planning Commission Meeting Minutes dated January 21, 2025 File No.Item No: D.1 Agenda Section APPROVAL OF MINUTES Prepared By Amy Weidman, Senior Admin Support Specialist Applicant Present Zoning Land Use Acerage Density Applicable Regulations SUGGESTED ACTION "The Chanhassen Planning Commission approves its January 21, 2025 meeting minutes" SUMMARY BACKGROUND DISCUSSION RECOMMENDATION 582 ATTACHMENTS Planning Commission Meeting Minutes dated January 21, 2025 583 CHANHASSEN PLANNING COMMISSION REGULAR MEETING MINUTES JANUARY 21, 2025 CALL TO ORDER: Chairman Noyes called the meeting to order at 6:00 p.m. MEMBERS PRESENT: Chairman Eric Noyes, Edward Goff, Steve Jobe, Jeremy Rosengren, Perry Schwartz, Ryan Soller, and Katie Trevena. MEMBERS ABSENT: None. STAFF PRESENT: Rachel Jeske, Planner. PUBLIC PRESENT: Kevin Joyce 9119 Lake Riley Boulevard Joan Joyce 9119 Lake Riley Boulevard Dorian Thompson Thompson Construction, LLC Chairman Noyes stated that there is one public hearing item on tonight’s agenda, which is to consider a variance request for 9119 Lake Riley Boulevard. He commented that public input will be accepted when the Planning Commission opens the public hearing portion of an item and any persons wishing to speak must come up to the podium and state their name and address for the record. He reviewed the rules, noting that the Chair would enforce a maximum of five minutes for each speaker, and if someone has the same input as the previous speaker, th ey can voice their agreement, and the Planning Commission will note the agreement without the need to revisit the same information. He reviewed the format that the Planning Commission will use to review items and reminded the Planning Commissioners to adjust the microphone and speak directly into it so that the remote viewers can hear clearly. He introduced Planner Rachel Jeske to review the variance request for 9119 Lake Riley Boulevard. PUBLIC HEARINGS: 1. CONSIDER A VARIANCE FOR 9119 LAKE RILEY BLVD (PLANNING CASE #24- 21) Rachel Jeske, Planner, thanked the Chair and greeted the Planning Commissioners. She introduced Planning Case #24-21 for 9119 Lake Riley Boulevard. She stated that the applicant is Thompson Construction Company on behalf of the Joyce family, and they are requesting a setback variance in the RSF zoning district. She said that the location is in the RSF zoning district, the land use is low-density residential, and the lot size is 0.34 acres. She reviewed the existing conditions, pointing out the driveway out front and how it comes around the side onto the back and the deck and the bluff that goes down to Lake Riley. She summarized the setback variance for the front extension of the garage. She noted that it was just over two feet of 584 Planning Commission Minutes – January 21, 2025 2 encroachment and that the back part of the driveway was proposed to be removed, and the staircase would be moved to the side to be out of the bluff encroachment. She showed the floor plan and explained the extension of the garage on the right side so the cars would fit. She commented that they are proposing to add two internal doors since the house does not currently have any doors that connect the garage to the inside of the house. Ms. Jeske reviewed the conformance on the lot, noting that the minimum lot area for an RSF zoning district is 15,000 square feet, but for this lot, it would be 14,799 square feet. She explained that the lot was a historic lot combination of some of those tiny lake lots previously used for cabins and that it has a lawful nonconforming status of exceeding the hardcover maximum due to that early age of construction. Ms. Jeske said that the lot meets the standards for lot width and depth, and the front yard setback currently meets the requirement, but they are proposing the approximate two-foot encroachment. She commented that the side setbacks and rear setbacks would be met. Ms. Jeske noted that the bluff setback has the lawful nonconforming status, but with the renovation project, the applicant was proposing to decrease both the driveway and the deck encroachment. Ms. Jeske reviewed the justification for the variance because of the substandard lot size and the unique construction of the home. She explained that how the home is currently constructed, the applicant cannot expand the garage to the back and can only expand it to the front to make room for the extra cars. She reviewed that there was no internal access to the house from the garage which is not ideal for homeowners trying to age in place and do not want to walk around outside just to access their car. She said that the proposal decreases multiple different existing lawful nonconformities, including the bluff setback encroachments, as well as the overall hardcover being decreased from 35.6 percent to 31.9 percent. She said the staff believes that the proposed front yard setback for the expansion of the garage is reasonable and recommends its approval with the conditions listed in the staff report. She asked if there were any questions from the Planning Commission. Commissioner Schwartz asked Ms. Jeske, out of curiosity, how they accomplished the reduction in the hardcover maximum. Ms. Jeske explained that a majority of that hardcover is coming from the elimination of the driveway. She noted an area of the driveway that is proposed to be removed and that it is no longer there in the final image. Commissioner Schwartz asked about access to the garage. Ms. Jeske answered that the main garage is in the front and there is a third stall in the back, which is why that driveway went back there. Commissioner Schwartz voiced understanding. Chairman Noyes asked if there were any other questions for Ms. Jeske. Seeing none, he commented that what they were proposing here makes a lot of sense given the physical limitations of the lot and that it was very apparent that they are trying to not only accomplish interior doors, which is a really big thing, especially with Minnesota winters. He said that removing the hardscape is a good kind of offset to what they are doing and that it looked like a straightforward request logical solution. 585 Planning Commission Minutes – January 21, 2025 3 Commissioner Schwartz commented his agreement. Chairman Noyes opened the public hearing. Chairman Noyes opened the public hearing and invited any comments. Kevin Joyce, 9119 Lake Riley Boulevard, introduced himself, his wife, and his builder. He voiced appreciation for the Planning Commission and asked if there were any questions. Chairman Noyes asked if any of the Planning Commissioners had comments or questions for Mr. Joyce. Seeing none, he closed the public hearing. Chairman Noyes closed the public hearing. Commissioner Jobe moved, Commissioner Rosengren seconded that the Chanhassen Planning Commission, acting as Board of Appeals and Adjustments, approves the requested front yard setback variance for the expansion of a garage at 9119 Lake Riley Boulevard subject to the conditions of approval and adopts the Findings of Fact and Decision. All voted in favor and the motion carried unanimously with a vote of 7 to 0. APPROVAL OF MINUTES: 1. APPROVAL OF PLANNING COMMISSION MINUTES DATED JANUARY 7, 2025 Chairman Noyes asked if there were any changes or amendments to the January 7, 2025 meeting minutes and for a motion to approve the minutes. Commissioner Goff moved, Commissioner Jobe seconded to approve the Chanhassen Planning Commission summary minutes dated January 7, 2025 as presented. All voted in favor, and the motion carried unanimously with a vote of 7 to 0. COMMISSION PRESENTATIONS: None. ADMINISTRATIVE PRESENTATIONS: Chairman Noyes asked Ms. Jeske if she had any presentations, administrative or otherwise, for the Planning Commission. Ms. Jeske responded that she had no presentations. Chairman Noyes thanked Ms. Jeske. CORRESPONDENCE DISCUSSION: None. OPEN DISCUSSION: None. 586 Planning Commission Minutes – January 21, 2025 4 ADJOURNMENT: Commissioner Schwartz moved, Commissioner Trevena seconded to adjourn the meeting. All voted in favor and the motion carried unanimously with a vote of 7 to 0. The Planning Commission meeting was adjourned at 6:09 p.m. Submitted by Eric Maass Community Development Director 587