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HomeMy WebLinkAbout05(H) - Resolution Approving Final PUD and Development Agreement for Vierling Ridge Report ITEM: 5H CITY COUNCIL AGENDA REPORT MEETING DATE: September 22, 2026 PREPARED BY: Jake Skluzacek, Planner PRESENTED BY: Casey McCabe, Community Development Director AGENDA ITEM: Resolution Approving Final Plat, Final Planned Unit Development Plan and Development Agreement for Vierling Ridge RECOMMENDED ACTION: Approval of a resolution approving a final plat, final planned unit development (PUD) plan and development agreement for a development to be known as Vierling Ridge. BACKGROUND: The city council approved a preliminary PUD plan for Marlow Ridge and a preliminary plat known as Marlow Ridge Second Addition on June 23, 2026. The subdivision name has been changed by the developer since preliminary approval and the PUD is now known as Vierling Ridge. Current Circumstances The owner of the subject property, Pulte Homes of Minnesota, LLC has applied for final PUD plan and final plat approval of the first phase of development, known as Vierling Ridge. The proposed final plat and PUD plan consists of 46 residential units; 12 twin home units, 12 townhome units and 22 single-family detached homes. The final plat and development agreement also includes the dedication of significant right-of-way and security to ensure the completion of Fountain Hills Drive to a new intersection at CH21, the construction of Surrey Lane from Carriage Hills Parkway to Fountain Hills Drive, and the construction of portions of four local streets. The first phase of the Vierling Ridge development includes approximately 18.1 acres total, with approximately 12.4 acres being platted for residential development and local streets and approximately 5.7 acres being platted for Fountain Hills Drive and Surrey Lane public right-of- way. Along with approval of the final plat for Vierling Ridge, city code Chapter 10, Article IV, Division 4: Planned Unit Developments requires approval of a final PUD plan. The final plat of Vierling Ridge is in conformance with the previously approved Marlow Ridge preliminary PUD plan and is in conformance with the previously approved Marlow Ridge Second Addition preliminary plat. FINANCIAL IMPACT: This development includes three different housing types which will contribute to and diversify the city’s property tax base. ALTERNATIVES: 1. Motion and a second, as part of the consent agenda, approving a resolution approving a Final PUD Plan, Final Plat and Development Agreement for a development to be known as Vierling Ridge. 2. Remove this item from the consent agenda for discussion. City of Prior Lake | 4646 Dakota Street SE | Prior Lake MN 55372 Item 5H Page | 2 ATTACHMENTS: 1. Resolution 2. Vierling Ridge Final Plat 3. Development Agreement 4. Vierling Ridge Plans 5. Storm Water Management Plan 6. Wetland Impact Exhibit 4646 Dakota Street SE Prior Lake, MN 55372 RESOLUTION 26-___ A RESOLUTION APPROVING THE FINAL PLANNED UNIT DEVELOPMENT (PUD) PLAN, FINAL PLAT AND DEVELOPMENT AGREEMENT FOR VIERLING RIDGE Motion By: Second By: WHEREAS, Pulte Homes of Minnesota, LLC, a Minnesota limited liability company (the “Developer”), has applied for approval of a Final Plat, Final Planned Unit Development (PUD) Plan, and Development Agreement for Vierling Ridge legally described as: Outlot B, MARLOW RIDGE, according to the recorded plat thereof, Scott County, Minnesota (PID 255810020); and WHEREAS, the City Council approved a Preliminary PUD Plan for Marlow Ridge and a Preliminary Plat known as Marlow Ridge Second Addition on June 23, 2026; and WHEREAS, the subdivision name has been changed by the Developer since preliminary approval, and the PUD is now known as Vierling Ridge; and WHEREAS, the Prior Lake City Council considered the proposed Final Plat, Final PUD Plan and Development Agreement on September 22, 2026, and found it to be in substantial compliance with the approved Preliminary PUD Plan for Marlow Ridge and Preliminary Plat of Marlow Ridge Second Addition; and WHEREAS, the City Council finds that the Final PUD Plan is compatible with the stated purposes and intent of Chapter 10 Article IV Division 4 Planned Unit Developments of the Zoning Ordinance. NOW THEREFORE, BE IT HEREBY RESOLVED BY THE CITY COUNCIL OF PRIOR LAKE, MINNESOTA as follows: 1. The recitals set forth above are incorporated herein. 2. The City Council approves the PUD Plan and Final Plat of Vierling Ridge subject to the following conditions: a. The Developer shall obtain the required permits from other state or local agencies prior to being applicable on the site. b. The Developer shall address outstanding comments in the staff memorandum dated September 15, 2026. c. The Developer shall record the Final Plat within ninety (90) days after approval of this plat. nd Passed and Adopted this 22 day of September 2026. VOTE Briggs Braid Churchill Lake Hellier Aye ☐ ☐ ☐ ☐ ☐ Nay ☐ ☐ ☐ ☐ ☐ Abstain ☐ ☐ ☐ ☐ ☐ Absent ☐ ☐ ☐ ☐ ☐ ______________________________ Jason Wedel, City Manager VIERLING RIDGE KNOW ALL PERSONS BY THESE PRESENTS: That DRP Concord 10, LLC, a Delaware limited liability company, owner of the following described property situated in the County of Scott, State of Minnesota, to wit: Outlot B, MARLOW RIDGE, according to the recorded plat thereof, Scott County, Minnesota. Has caused the same to be surveyed and platted as VIERLING RIDGE and does hereby donate and dedicate to the public for public use forever the public ways and also dedicate the easements as shown on this plat for drainage and utility purposes only. In witness whereof said DRP Concord 10, LLC, a Delaware limited liability company, has caused these presents to be signed by its proper officer this _________ day of _____________________, 20_____. Signed: DRP Concord 10, LLC By: ____________________________________, Brian Clauson, Authorized Signatory STATE OF ______________________ COUNTY OF ____________________ This instrument was acknowledged before me on this ______________ day of _____________________, 20______, by Brian Clauson, Authorized Signatory of DRP Concord 10, LLC, a Delaware limited liability company, on behalf of the company. ________________________________________________(Signature) ________________________________________________(Print) Notary Public, __________________ County, _________ My Commission Expires __________________________. SURVEYOR'S CERTIFICATE I Daniel Ekrem hereby certify that this plat was prepared by me or under my direct supervision; that I am a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the boundary survey; that all mathematical data and labels are correctly designated on this plat; that all monuments depicted on this plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate are shown and labeled on this plat; and all public ways are shown and labeled on this plat. Dated this ______________ day of _____________________, 20______. _________________________________________ Daniel Ekrem Licensed Land Surveyor Minnesota License No. 57366 STATE OF MINNESOTA COUNTY OF _____________________ The foregoing Surveyor's Certificate was acknowledged before me this ______________ day of _____________________, 20______, by Daniel Ekrem, Licensed Land Surveyor, Minnesota License No. 57366. ________________________________________ ________________________________________ Notary Public, ___________________________ My Commission Expires __________________ CITY COUNCIL, CITY OF PRIOR LAKE, MINNESOTA This plat was approved by the City Council of the City of Prior Lake, Minnesota, this ______________ day of _____________________, 20______, and hereby certifies compliance with all requirements as set forth in Minnesota Statutes, Section 505.03, Subd. 2. By:___________________________________________________________________ Mayor Clerk I hereby certify that I have examined this plat of VIERLING RIDGE and do hereby recommend this plat for approval as to form this ______________ day of _____________________, 20______. By: _______________________________ Prior Lake City Attorney SCOTT COUNTY SURVEYOR Pursuant to Minnesota Statutes, Chapter 389.09, Subd. 1, as amended, this plat has been reviewed and approved this ______________ day of _____________________, 20______. _________________________________ Scott County Surveyor SCOTT COUNTY AUDITOR/TREASURER I hereby certify that the current and delinquent taxes on the lands described within are paid and the transfer is entered this ______________ day of _____________________, 20______. By: _______________________________ Deputy SCOTT COUNTY RECORDER I hereby certify that this plat was recorded in the office of the County Recorder for record on this ______________ day of _____________________, 20______, at _____ o'clock ___.M. as Document Number ___________________ . _________________________________ Scott County Recorder N89°45'25"W 1046.44 S89°24'17"W 9.11R=3 4 0 .0 0 L =3 0 1 .4 9 Δ =5 0 °4 8 '2 1 " R =3 1 0 .0 0 L =2 8 3 .8 2 Δ =5 2 °2 7 '2 2 " -- - S 0 0 ° 5 3 ' 5 9 " E 1 5 8 2 . 5 2 - - - N00°53'35"W 30.32 N89°38'16"E 269.87S85°55'24"E 163.13 S85°03'06"E 164.57 S77°27' 3 9 " E 3 3 6 . 4 1 R=8 23.00L=109.03Δ=7 °35'27" 19 6 . 4 7 93 . 3 5 33 0 . 4 5 80 . 0 0 OUTLOT D N89°44'10"E 574.25 N86°32'21"E 724.82 N74°42'21"E 99.75 R =8 8 1 .9 5 L =1 8 2 .1 5 Δ =1 1 °5 0 '0 0 " OUTLOT C OU T L O T D 552.06 22.19 630.52 94.30 L=8 0.0 3 Δ=0 °12 ' 0 2 " N89°44'10"E 292.10 N85°38'25"E 41.61 N0 0 ° 1 5 ' 5 0 " W 1 7 7 . 0 3 S89°44'10"W 63.37 N0 0 ° 1 5 ' 5 0 " W 1 4 7 . 2 2 S89°44'10"W 135.09 N0 0 ° 1 5 ' 5 0 " W 76 . 5 0 N52°50'40"E 27.11 N0 0 ° 1 5 ' 5 0 " W 60 . 0 0 N 0 3 ° 5 5 ' 1 0 " W 1 2 0 . 2 4 S0 0 ° 0 0 ' 3 8 " W 3 3 1 . 1 0 S 2 1 ° 2 7 ' 2 4 " E 8 3 . 0 7 N89°38'16"E 72.60N89°23'17"E 152.59 S 2 6 ° 4 9 ' 5 1 " E 1 5 4 . 7 4 S 1 9 ° 4 2 ' 0 9 " E 2 5 2 . 2 7 N56° 3 9 ' 0 0 " E 1 8 5 . 4 0 N34 ° 3 6 ' 2 8 " E 65. 0 0 N57° 5 0 ' 2 3 " E 1 3 5 . 0 0 L=13 51. 6 3 Δ=3 ° 2 3 '2 5 " 37 0 . 0 4 S88°56'42"E 758.89 N0 0 ° 3 5 ' 4 3 " W 4 5 0 . 0 4 R =3 9 0 .0 0 L =3 2 5 .8 2 Δ =4 7 °5 2 '0 1 " C .B r g =S 6 7 °0 7 '1 8 "W C .=3 1 6 .4 3 N88°56'42"W 761.04 N 4 9 ° 2 8 ' 0 5 " W 6 6 . 8 6 S 4 9 ° 2 8 ' 0 5 " E 6 3 . 7 1 R =2 6 0 .0 0 L =1 8 1 .6 2 Δ =4 0 °0 1 '2 2 " C .B r g =S 6 9 °2 3 '3 6 "W C .=1 7 7 .9 5 S89°24'17"W 9.11 R = 2 6 0 . 0 0 L = 2 2 5 . 5 8 Δ = 4 9 ° 4 2 ' 4 2 " R = 3 4 0 . 0 0 L = 2 9 5 . 0 0 Δ = 4 9 ° 4 2 ' 4 2 " N0 0 ° 1 4 ' 3 8 " E 2 2 6 . 3 0 S0 0 ° 1 4 ' 3 8 " W 2 2 6 . 3 0 R = 3 4 0 . 0 0 L = 1 3 1. 3 0 Δ = 2 2 ° 0 7 ' 3 4 " R = 2 6 0 . 0 0 L = 1 0 0 . 4 1 Δ = 2 2 ° 0 7 ' 3 4 " N 2 1 ° 5 2 ' 5 7 " W 1 3 0 . 1 7 S 2 1 ° 5 2 ' 5 7 " E 1 3 0 . 1 7 R = 7 1 0 . 0 0 L = 2 0 3 . 8 2 Δ = 1 6 ° 2 6 ' 5 3 " R = 7 9 0 . 0 0 L = 2 2 6 . 7 9 Δ = 1 6 ° 2 6 ' 5 3 " R=960.00 L=109.82 =6°33'15" C.Brg=N35°03'12"W C.=109.76 R=1040.00 L=112.00 =6°10'13" C.Brg=S35°14'43"E C.=111.94 R= 2 2 8 4 3 . 3 1 L=1 4 3 1 .6 5 Δ=3 ° 3 5 ' 2 7 " C . B r g= S 0 ° 5 4 ' 0 9 " W C .=1 4 31.4 2 N51 ° 4 0 ' 1 0 " E 80.0 0 N0 0 ° 1 3 ' 4 1 " W 7 2 5 . 1 7 S89°45'25"E 249.77 S0 0 ° 1 3 ' 4 1 " E 5 2 2 . 7 7 N03°26'17"W 105.11 104.905.88 243.89 PI K E L A K E T R A I L N E N0 0 ° 1 3 ' 4 1 " W 7 2 5 . 1 7 S89°45'25"E 249.77 OUTLOT D S 0 3 ° 2 6 ' 1 7 " E 1 0 5 . 1 1 10 4 . 9 0 5.88 33 0 . 4 6 243.89 OUTLOT D S89°45'25"E 1046.44 N0 0 ° 3 5 ' 4 3 " W 55 5 . 1 6 VIERLING RIDGE S88°56'42"E 758.89 N0 0 ° 3 5 ' 4 3 " W 80 . 0 0 S U R R E Y L A N E N E FOUNTAIN HILLS DRIVE NE S89°24'17"W 9.11 R =3 4 0 .0 0 L =3 0 1 .4 9 Δ =5 0 °4 8 '2 1 " R =3 1 0 .0 0 L =2 8 3 .8 2 Δ =5 2 °2 7 '2 2 " L =3 2 5 .8 2 Δ =4 7 °5 2 '0 1 " 761.04 6 6 . 8 6 6 3 . 7 1 L =1 8 1 .6 2 Δ =4 0 °0 1 '2 2 " 9.11 L = 2 2 5 . 5 8 Δ = 4 9 ° 4 2 ' 4 2 " L = 2 9 5 . 0 0 Δ = 4 9 ° 4 2 ' 4 2 " 22 6 . 3 0 22 6 . 3 0 L =13 1. 3 0 Δ = 2 2 ° 0 7 ' 3 4 " L = 1 0 0 . 4 1 Δ = 2 2 ° 0 7 ' 3 4 " 1 3 0 . 1 7 1 3 0 . 1 7 L = 2 0 3 . 8 2 Δ = 1 6 ° 2 6 ' 5 3 " L = 2 2 6 . 7 9 Δ = 1 6 ° 2 6 ' 5 3 " N53 ° 1 4 ' 3 5 " E 80.2 8 R=2 2 8 4 3 .31 L=8 0 .0 3 Δ=0 °12 ' 0 3 " C .B r g=S 2 ° 3 5 ' 51" W C .=8 0 .0 3 40 . 0 0 40 . 0 0 L=4 0.0 2 Δ=0 ° 0 6 ' 01" L=4 0. 01 Δ=0 ° 0 6 ' 01" 40.0 0 40.0 0 N51 ° 4 0 ' 1 0 " E 8 0 . 0 0 VIERLING RIDGE INSET A S89°44'10"W 22.19 S86°32'21"W 630.52 S74°42'2 1 " W 99.75 R =8 8 1 .9 5 L =1 8 2 .1 5 Δ =1 1 °5 0 '0 0 " 4 4 3 2 1 5 6 7 ROAD E RO A D B ROAD C S U R R E Y L A N E N E R O A D D S U R R E Y L A N E N E 1 2 1234 1 2 3 4 1 2 3 4 3 678 5 3 2 1 4 OUTLOT A 3 2 1 2 OUTLOT B 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 5 6 L = 1 0 9 . 8 2 Δ = 6 ° 3 3 ' 1 5 " L = 1 1 2 . 0 0 Δ = 6 ° 1 0 ' 1 3 " R O A D D 40.0 0 40.0 0 N89°44'10"E 292.10 N85°38'25"E 41.61 N0 0 ° 1 5 ' 5 0 " W 1 7 7 . 0 3 S89°44'10"W 63.37 N0 0 ° 1 5 ' 5 0 " W 1 4 7 . 2 2 S89°44'10"W 135.09 N0 0 ° 1 5 ' 5 0 " W 7 6 . 5 0 N52°50'40"E 27.11 N0 0 ° 1 5 ' 5 0 " W 60 . 0 0 N 0 3 ° 5 5 ' 1 0 " W 1 2 0 . 2 4 S0 0 ° 0 0 ' 3 8 " W 3 3 1 . 1 0 S 2 1 ° 2 7 ' 2 4 " E 8 3 . 0 7 N89°38'16"E 72.60N89°23'17"E 152.59 S 2 6 ° 4 9 ' 5 1 " E 1 5 4 . 7 4 S 1 9 ° 4 2 ' 0 9 " E 2 5 2 . 2 7 N56° 3 9 ' 0 0 " E 1 8 5 . 4 0 N34 ° 3 6 ' 2 8 " E 65. 0 0 N57° 5 0 ' 2 3 " E 1 3 5 . 0 0 L= 2 . 0 3 Δ=0 ° 3 4 ' 5 9 " L=0.28 Δ=0°07'19" L = 6 4 . 7 6 Δ = 3 ° 0 9 ' 2 8 " L= 4 0 . 0 0 Δ=1 1 ° 2 7 ' 3 4 " L=2.73 Δ=0°09'02" L =12 2 . 9 1 Δ = 6 ° 4 6 ' 1 6 " L = 5 7 . 5 8 Δ = 2 5 ° 2 2 ' 4 0 " 1.24 R= 8 6 . 0 0 L= 1 3 . 5 3 Δ=9 ° 0 0 ' 4 1 " R=86.00 L=44.17 Δ=29°25'29" N57° 0 7 ' 0 8 " E 54.8 2 R =60.0 0 L =228.7 5 Δ =218°26' 0 9 " C .B rg =S13°39 ' 4 8 " E C.=113.31 7. 2 9 N84°26'43"W 79.3 9 6.29 65.81 L =53.53 Δ =51°07'09" L =5 2 .1 0 Δ=4 9 °4 5 '1 3 " L = 5 3 . 9 6 Δ = 5 1 ° 3 1 ' 3 9 " L =5 4.74 Δ =5 2 °16'31" L=14.41 Δ=13°45'37" L =3 5 .2 3 Δ=2 3 °2 8 '0 6 " 4.01 22.20 L=8 . 9 4 Δ =5°5 7 ' 2 3 " L = 10 0.98 Δ = 8 2 °3 9'07" L = 7 7 . 1 4 Δ = 3 ° 3 4 ' 4 3 " L = 7 3 . 7 9 Δ = 3 ° 2 5 ' 2 4 " L = 7 6 . 2 5 Δ = 3 ° 3 2 ' 1 5 " L = 6 6 . 4 1 Δ = 3 ° 0 4 ' 5 2 " L = 6 3 . 9 5 Δ = 2 ° 5 8 ' 0 1 " L = 6 3 . 9 5 Δ = 2 ° 5 8 ' 0 1 " L = 6 4 . 4 5 Δ = 2 ° 5 9 ' 2 5 " 1.24 L =2 0 0 .8 1 Δ =8 5°13'28" L =1 11.5 6 Δ =8 5 °1 3'2 8" 25 . 1 2 36 . 2 6 61 . 3 8 L =8 0 .4 4 Δ =6 5 °5 0 '2 7 " L=62.54 Δ=27°33'50"12.8 1 L= 4 2 . 6 8 Δ =17 ° 2 8 ' 0 5 " L=68.94Δ=28°12'49" 19.6041.5044.00 L = 8 6 . 5 9 Δ = 4 ° 1 3 ' 2 0 " 135.05 L = 7 3 . 2 1 Δ = 4 ° 0 1 ' 5 9 " L = 6 5 . 0 4 Δ = 3 ° 3 5 ' 0 0 " 97 . 3 5 L= 1 8 . 7 0 Δ=8 ° 1 4 ' 3 2 " L=55.49Δ=24°27'18" L =5 5.4 9 Δ = 2 4 ° 2 7'18" L = 8 6 . 4 4 Δ = 4 ° 1 2 ' 5 5 " L = 7 0 . 0 8 Δ = 3 ° 2 5 ' 0 2 " L = 7 0 . 0 8 Δ = 3 ° 2 5 ' 0 2 " L = 6 2 . 0 3 Δ = 3 ° 2 5 ' 0 2 " L = 7 3 . 0 6 Δ = 4 ° 0 1 ' 3 1 " L = 1 2 8 . 7 8 Δ = 7 ° 4 1 ' 0 9 " L = 4 4 . 4 4 Δ = 2 ° 3 9 ' 0 7 " 30.3266.5066.2841.5046.0041.50 41.50 41.50 39.4746.00 L= 3 7 . 7 1 Δ=1 0 ° 4 8 ' 1 0 " L= 3 7 . 7 0 Δ=1 0 ° 4 7 ' 5 8 " L= 4 2 . 0 2 Δ =12 ° 0 2 ' 1 3 " 12. 8 1 L=26 . 3 0 Δ =11°3 5 ' 3 2 " 70.06 70.06 L = 2 4 1. 2 8 Δ = 1 4 ° 2 4 ' 0 2 " 9 7 . 3 7 L = 6 2 . 0 3 Δ = 3 ° 2 5 ' 0 2 " 2 4 . 6 4 8 6 . 6 1 4 3 . 4 9 3 1 . 1 7 7 2 . 3 4 7 3 . 3 6 7 5 . 4 0 27 . 2 2 12 0 . 0 0 30 . 0 0 30 . 0 0 11 7 . 0 3 18 6 . 4 2 14 4 . 6 8 21.12 170.65 65.0081.15 131.3584.65 40.0036.60 135.05 30 . 0 0 30 . 0 0 S59° 3 8 ' 2 5 " W 1 6 9 . 5 2 S62°3 6 ' 2 7 " W 1 5 7 . 8 2 S65°3 4 ' 2 8 " W 1 5 0 . 0 0 S68°39 ' 2 1 " W 1 5 1 . 2 6 S72°11' 3 6 " W 1 6 2 . 2 0 S75°37'0 0 " W 1 6 5 . 9 0 S 1 5 ° 1 3 ' 3 4 " E 1 5 0 . 4 7 S 1 5 ° 1 3 ' 3 4 " E 1 8 7 . 1 7 S3 3 ° 0 9 ' 1 5 " W 2 2 5 . 9 2 S84°40'54"W 127.54 N 4 4 ° 1 1 ' 5 6 " W 1 7 7 . 5 6 N 0 3 ° 2 7 ' 3 9 " W 1 2 1 . 7 3 N 0 3 ° 2 7 ' 3 9 " W 1 3 2 . 0 4 N0 4 ° 4 7 ' 0 8 " E 1 3 7 . 0 1 N2 9 ° 1 4 ' 2 6 " E 1 8 4 . 0 2 N53° 4 1 ' 4 4 " E 1 7 2 . 6 8 N76°01'50 " E 1 3 5 . 2 4 N76°01'50 " E 1 3 5 . 0 0 N64°4 0 ' 2 7 " E 1 3 5 . 0 0 N61°1 5 ' 2 5 " E 1 3 5 . 0 0 S3 3 ° 2 4 ' 1 4 " W 1 3 8 . 2 9 S2 2 ° 3 4 ' 5 3 " W 1 4 7 . 2 4 S1 1 ° 4 8 ' 0 5 " W 1 2 7 . 2 1 S0 0 ° 1 5 ' 5 0 " E 1 2 0 . 0 1 S0 0 ° 1 5 ' 5 0 " E 1 2 0 . 0 0 S0 0 ° 1 5 ' 5 0 " E 1 2 0 . 0 0 S0 0 ° 1 5 ' 5 0 " E 1 2 0 . 0 0 N0 0 ° 1 5 ' 5 0 " W 1 2 0 . 0 0 N89°44'10"E 85.50 S70° 5 2 ' 1 4 " E 6 8 . 5 3 S85°29'18"E 41.48 N2 7 ° 5 7 ' 0 0 " E 1 2 7 . 4 9 N0 0 ° 1 5 ' 5 0 " W 1 2 0 . 0 0 L= 3 . 4 0 Δ =0 ° 1 3 ' 1 6 " L =1 7 8 .7 5 Δ =11 °3 6 '4 4 " 90.89 75.01 5 9 . 3 8 1 2 7 . 7 9 41.4 9 27.0 4 41.5044.00 N13°49'49"W 25.77 S67°31 ' 5 7 " W 1 0 3 . 6 7 N 2 2 ° 2 8 ' 0 3 " W 7 6 . 5 0 N 2 2 ° 2 8 ' 0 3 " W 7 6 . 5 0 N 2 2 ° 2 8 ' 0 3 " W 7 6 . 5 0 N 2 2 ° 2 8 ' 0 3 " W 7 6 . 5 0 N 2 2 ° 2 8 ' 0 3 " W 7 6 . 5 0 S67°31 ' 5 7 " W 1 0 3 . 6 7 S50 ° 3 3 ' 4 6 " W 54.4 8 S2 8 ° 3 5 ' 2 2 " W 1 0 3 . 6 7 S6 1 ° 2 4 ' 3 8 " E 7 6 . 5 0 N6 1 ° 2 4 ' 3 8 " W 7 6 . 5 0 S2 8 ° 3 5 ' 2 2 " W 1 0 3 . 6 7 N6 1 ° 2 4 ' 3 8 " W 7 6 . 5 0 N6 1 ° 2 4 ' 3 8 " W 7 6 . 5 0 N6 1 ° 2 4 ' 3 8 " W 7 6 . 5 0 S0 3 ° 5 0 ' 1 3 " W 36 . 1 2 N84°17'08"W 76. 5 0 S0 5 ° 4 2 ' 5 2 " W 1 0 3 . 6 7 S0 5 ° 4 2 ' 5 2 " W 1 0 3 . 6 7 N84°17'08"W 76. 5 0 N84°17'08"W 76. 5 0 N84°17'08"W 76. 5 0 N84°17'08"W 76. 5 0 N42°05'08"E 39.95 S1 5 ° 1 7 ' 5 3 " W 63 . 0 6 S11°40'26"W 24.66 27 . 8 4 24 . 0 0 24 . 0 0 27 . 8 3 27 . 8 3 24 . 0 0 24 . 0 0 27 . 8 4 27 . 8 4 24 . 0 0 24 . 0 0 27 . 8 3 24 . 0 0 24 . 0 0 27 . 8 4 27 . 8 3 27.84 24.00 24.00 27.83 27.83 24.00 24.00 27.84 N51 ° 4 0 ' 1 0 " E 8 0 . 0 0 12 34 OUTLO T B S67°3 1 ' 5 7 " W 1 0 3 . 6 7 N 2 2 ° 2 8 ' 0 3 " W 7 6 . 5 0 N 2 2 ° 2 8 ' 0 3 " W 7 6 . 5 0 S50 ° 3 3 ' 4 6 " W 54.4 8 N6 1 ° 2 4 ' 3 8 " W 7 6 . 5 0 63 4 S2 8 ° 3 5 ' 2 2 " W 10 3 . 6 7 5 S75°37'0 0 " W 1 6 5 . 9 0 90.89 75.01 S 1 5 ° 1 3 ' 3 4 " E 1 5 0 . 4 7 7 8 6 2 4 4 3 OUTLOT AN0 0 ° 1 5 ' 5 0 " W 1 4 7 . 2 2 27 . 2 2 12 0 . 0 0 N0 0 ° 1 5 ' 5 0 " W 12 0 . 0 0 N89°44'10"E 85.50 41.5044.00 VIERLING RIDGE INSET B DEVELOPMENT AGREEMENT VIERLING RIDGE PROJECT # PDEV26-000007 This Development Agreement (“Agreement”) is entered into this ___ day of __________, 20____, by and between the City of Prior Lake, a Minnesota municipal corporation ("City"), and Pulte Homes of Minnesota, LLC, a Minnesota limited liability company (“Developer”). WHEREAS, Developer has acquired property located within the City of Prior Lake, County of Scott, legally described on Exhibit A (“Property”); WHEREAS, Developer has applied to the City for Final Plat and Final Planned Unit Development (PUD) Plan approval for the construction of twelve townhome units, twelve twin home units and twenty- two single-family homes for a total of forty-six units. NOW, THEREFORE, in consideration of the City adopting Resolution No. ____________ (“Resolution”) approving the Final Plat and Final Planned Unit Development (PUD) Plan for Vierling Ridge and the related public improvements on the Property, Developer agrees to construct, develop and maintain the Property as follows: Page 1 1. RIGHT TO PROCEED. The City shall not issue a grading or building permit and Developer shall not grade or otherwise disturb the earth, remove trees, develop, construct upon or maintain the Property in any manner, or begin the Development Work until all of the following conditions have been satisfied: 1) this Agreement has been fully executed by all parties and recorded in the office of the Scott County Recorder or Registrar or Titles as applicable; 2) the necessary Security, fees and insurance have been received by the City, and 3) the City Engineer or designee has issued a letter that all conditions have been satisfied and that the Developer may proceed. 2. PHASED DEVELOPMENT. This Agreement represents approval only of the units identified above and the related improvements set forth on the final Plat and Plans. It does not represent approval of any additional development including any proposed future phases. If the final Plat is a phase of a multi-phased preliminary Plat, the Developer shall submit, in accordance with City Code, a staging plan for City Council approval which may allow the Developer more than one (1) year to subdivide the Property into lots and blocks. If the final Plat is a phase of a multi-phased preliminary Plat, the City may refuse to approve final plats of subsequent phases or other Plats within the City if the Developer has breached this Agreement or any terms or conditions set out in the Resolution and the breach has not been remedied. In addition, no other subsequent phases may proceed until the City approves development agreements for such phases. Fees and charges collected by the City in connection with infrastructure, public improvements and parkland dedication requirements are not being imposed on outlots, if any, in the final Plat that are designated in an approved preliminary Plat for future subdivision into lots and blocks. Such charges will be calculated and imposed when the outlots are subdivided into lots and blocks. 3. DEVELOPMENT PLANS. A. The Property shall be developed in accordance with the final plans identified below, subject to such changes and modifications as provided herein (“Plans”). The Plans shall not be attached to this Agreement but are incorporated by reference and made a part of this Agreement as if fully set forth herein. Page 2 If the Plans vary from the written terms of this Agreement, the more specific or stringent controls shall apply. The Plans are: Plan A -- Vierling Ridge Mass Grading & Phase 1 Final Plat Submittal issued for City submittal (prepared by Alliant Engineering, Inc., dated 09/9/26 and including Cover Sheet; Details; Demolition & Removal Plan – Overview; Demolition & Removal Plan – View A – View E; Site Plan – Overview; Site Plan – View A- View D; Site Plan – Notes; Turn Lane Plan – Eagle Creek Avenue NE; Grading & Drainage Plan – Overview; Grading & Drainage Plan – View A – View D; Grading Details; Grading Profiles; Pond Details; Erosion & Sediment Control Plan – Overview; Erosion & Sediment Control Plan – View A – View D; Vertical Erosion And Sediment Control Plan; Erosion & Sediment Control Notes & Details; Sanitary Sewer & Watermain Plan – Overview; Sanitary Sewer & Watermain Plan & Profile; Storm Sewer Plan – Overview; Storm Sewer Plan & Profile; Wetland Management Plan – Overview; Signage Plan; Landscaping Plan – Overview; Landscaping Plan – View A – View D; Landscaping Plan – Enlargements & Details; Tree Preservation Plan – Overview; Tree Preservation Plan – View A – View D; Tree Inventory) Plan B -- Vierling Ridge Storm Water Management Plan completed by Alliant Engineering, Inc. dated 07/14/26 and updated 9/9/26 B. In addition, Developer shall grade, construct upon, and improve the Property pursuant to all requirements of this Agreement, the Resolution, the Prior Lake City Code, and the City's Public Works Design Manual (“PWDM”). All improvements and other work required by the Plans, the Developer Installed Improvements, and such other work as is required by this Agreement, the Resolution or the parties identified above are hereafter referred to as the "Development Work." Developer shall be responsible for all costs related to the Development Work. 4. DEVELOPER INSTALLED IMPROVEMENTS. A. The Developer shall install and pay for the following public improvements which shall be dedicated or conveyed to the public, and which are hereafter referred to as the “Developer Installed Improvements”: Water System, Storm Sewer, Streets, Concrete Curb and Gutter, Street Lights, and Site Grading, Underground Utilities, Traffic Control Signs, Sidewalks, Trails, and Landscaping. Page 3 B. Developer shall complete all Developer Installed Improvements and obtain the City’s written acceptance of the Developer Installed Improvements no later than December 31, 2027. C. As a condition of the City’s acceptance of the Developer Installed Improvements, the Developer’s engineer shall by written letter certify to the City that the Developer’s engineer made reasonable inspections of the Developer Installed Improvements and that the Developer Installed Improvements were built in accordance with this Agreement. D. Prior to acceptance of the Developer Installed Improvements by the City, Developer shall post maintenance bonds, in a form acceptable to the City, naming the City as obligee, which secure all warranties identified in this Agreement. These maintenance bonds shall be in addition to, and not in lieu of, the Security required by this Agreement. E. Upon the City’s written acceptance, by City Council Resolution, of the Developer Installed Improvements, the Developer Installed Improvements shall automatically become property of the City without further notice or action. The Developer shall be responsible for all maintenance until written acceptance by the City of the Developer Installed Improvements. The City will not unreasonably delay action on such resolution. F. Under no circumstances shall Developer charge or assess, directly or indirectly, any fee, charge, assessment or consideration, to any party, for connection or access to, or service by, any Developer Installed Improvement. 5. PROJECT TESTING. The Developer is responsible, at the Developer’s sole cost, to provide testing to certify that Developer Installed Improvements were completed in compliance with the Plans. The personnel performing the testing shall be certified by the Minnesota Department of Transportation. The City Engineer, in its reasonable discretion, may determine that additional testing is necessary. The cost of additional testing is to be paid by the Developer. 6. AS-BUILTS. Page 4 A. Within 30 days after the completion of the Developer Installed Improvements Developer shall supply the City a complete set of reproducible “as constructed” plans, and four complete sets of blue line “as constructed” plans, all prepared in accordance with City standards. In addition, Developer shall provide the City with an as built grading plan and a certification by a registered land surveyor or engineer that all ponds, swales, and ditches have been constructed on public easements or land owned by the City. The Security shall not be released until the as-builts have been received by the City. The as-built plan shall include field verified elevations of the following: a) cross sections of ponds, b) location and elevations along all swales and ditches, and c) lot corners and house pads. The Developer shall also submit a land tabulation certified by a registered engineer showing that all pads have been corrected in accordance with project specifications. B. Upon completion of the project the Developer shall provide the City with as-built utility plans in electronic format compatible with the City’s current software and with layers, colors, and line-types formatted in accordance with City standards. Additionally, three (3) full size (22 X 34 inch) paper copies and one (1) reduced (11 X 17 inch) copy shall be certified and submitted to the City. 7. MONUMENTS. Before the Security is released, Developer shall install iron monuments in accordance with Minn. Stat. §505.021. The Developer's surveyor shall submit a written notice to the City certifying that the monuments have been installed. 8. WARRANTY. Developer warrants all Developer Installed Improvements against any defects, poor material and faulty workmanship for a period of two years after its completion by Developer and acceptance by the City. Any replacement work shall be so warranted for two years after its completion by Developer and acceptance by the City. All landscaping, including but not limited to, trees, bushes, shrubs, grass and sod, shall be warranted to be alive, of good quality and disease free for 12 months after planting. Any replacements shall be warranted for 12 months after planting of the replacement. Page 5 9. LICENSE. The Developer hereby grants the City, its agents, employees, officers and contractors a non-revocable license to enter the Property to perform all work and inspections deemed appropriate by the City in conjunction with the development of the Property. 10. EROSION CONTROL. A. Developer shall be responsible for constructing and maintaining all grading, storm water/drainage infrastructure, and erosion control in compliance with the Plans, the City Engineer’s requirements, and the individual building/grading plan for each specific lot, until the City has accepted the Developer Installed Improvements in writing. B. Developer shall install silt fence prior to lot construction to avoid erosion to adjoining properties, public sidewalk or the public street; locate all garbage roll offs and dumpsters, or cause the same to be located, on the Property and not on public property or within the City approved construction staging area; and install protection at catch basins to prevent silt and debris from entering the storm sewer. C. Developer shall seed or lay cultured sod in all boulevards and restore all other areas disturbed by the Development Work within thirty (30) days of the completion of street related improvements. Boulevard and Area Restoration shall be in accordance with the approved erosion control plan and SWPPP. No building permits will be issued until the Developer has installed silt-fence behind the curb of all buildable lots. Developer shall be responsible for the maintenance of any silt fence installed. Upon request of the City Engineer, the Developer shall remove the silt fences after turf establishment. D. Prior to initiating site grading, the erosion control plan and SWPPP shall be implemented by the Developer and inspected and approved by the City Engineer. The City may require the Developer, at no cost to the City, to install additional erosion control measures if they are necessary to meet erosion control objectives. All areas disturbed shall be reseeded immediately after the completion of the work in that area. All seeded areas shall be mulched, and disc anchored as necessary for seed retention. Page 6 E. No development, utility or street construction will be allowed unless the Property is in full compliance with the erosion control requirements. 11. CONSTRUCTION ACCESS. Developer shall submit a map identifying construction access routes and staging areas for review and approval by the Public Works Director. No construction traffic is permitted on Carriage Hill Rd NE or other local streets not in the immediate vicinity of the Property after the connection with Fountain Hills Drive at CH21 is completed. 12. IMPROVEMENTS REQUIRED BEFORE ISSUANCE OF BUILDING PERMITS. A. Wetland Buffer Signage must be installed prior to the issuance of any building permits within the Property and in accordance with the requirements of the Public Works Design Manual (Part III, Hydrology Rules). B. A temporary or permanent Certificate of Occupancy shall not be issued for any building on the Property, other than as allowed under paragraph 12 C, until water and sanitary sewer improvements have been installed and the streets have been completed and both lifts of bituminous have been placed and said improvements have been inspected and determined by the City to be available for use. Building permits for non-model homes may be applied for once the base course is placed and utilities are active. No temporary or permanent Certificate of Occupancies shall be issued until the final lift of asphalt is installed. Surrey Lane north of the location 200 feet north of Michael Way, along with Fountain Hills Road shall be constructed in 2027. Building permit issuance shall not be dependent on the northern portion of Surrey Lane and Fountain Hills construction. Sidewalk and final lift of asphalt for Phase 1 shall be placed no later than 06/15/27. These accommodations have been made to allow for model homes for Phase 1 only. Future phases will have the number of home permits limited to not more than 15% of the total lots during development construction. No temporary or permanent Certificates of Occupancies will be issued for future phases prior to completion of the development in each phase, as outlined in future phase development agreements. Page 7 C. Notwithstanding any other provision of this Agreement, the City will issue a building permit for up to eight (8) model home units, a temporary certificate of occupancy for up to eight (8) model home units, and a temporary parking lot upon Developer’s compliance with the following requirements: (1) approval of the building plans by the Building Official; (2) approval of a site survey for the model home(s) and parking lot(s) by the City Planner, and (3) presence of a paved street within 300 feet of a model home and presence on said paved street of a fire hydrant within 300 feet of a model home and approval by the Fire Chief. Model homes may begin construction before utilities are completed. No temporary or permanent certificates of occupancy shall be issued for the model homes until the base course is placed and utilities are active, providing continuous access from a collector street to the model home being constructed. 13. CONSTRUCTION OBSERVATION. The City’s authorized personnel shall provide construction observation during the installation of the Developer Installed Improvements in accordance with the PWDM. These services by the City shall include: A. Construction observation during installation of required Developer Installed Improvements, which include grading, sanitary sewer, water main, storm sewer/ponding and street system. B. Documentation of construction work and all testing of Developer Installed Improvements. C. Field document as-built location dimensions for sanitary sewer, water main and storm sewer facilities. The Developer’s Engineer is responsible for data collection and preparation of as-built record plans. D. Erosion Control inspections. 14. DEDICATIONS, CONVEYANCES, EASEMENTS AND VACATIONS. A. Developer shall convey to the City by separate conveyance document, an easement for sidewalk purposes for the property identified in Plan A. B. Developer shall obtain the City Engineer’s written approval of the form of the conveyance documents and the location of all easements or fee title conveyances required by this Agreement. Page 8 C. With respect to any interest in all portions of the Property which Developer is required, pursuant to this Agreement, to dedicate or convey to the City ("Dedicated Property"), Developer represents and warrants as follows now and at the time of dedication or conveyance: (i) that Developer has marketable fee title free and clear of all mortgages, liens, and other encumbrances to the Dedicated Property. Prior to final plat approval, Developer shall provide to the City a current title insurance policy insuring such a condition of title; (ii) that Developer has not used, employed, deposited, stored, disposed of, placed or otherwise allowed to come in or on the Dedicated Property, any hazardous substance, hazardous waste, pollutant, or contaminant, including, but not limited to, those defined in or pursuant to 42 U.S.C. § 9601, et. seq., or Minn. Stat., Sec. 115B.01, et. seq. (such substances, wastes, pollutants, and contaminants hereafter referred to as "Hazardous Substances"); (iii) that Developer has not allowed any other person to use, employ, deposit, store, dispose of, place or otherwise have, in or on the Property, any Hazardous Substances; and (iii) that to the best of its knowledge, Developer warrants that no previous owner, operator or possessor of the Property deposited, stored, disposed of, placed or otherwise allowed in or on the Property any hazardous substances. D. Developer agrees to indemnify, defend and hold harmless City, its successors and assigns, against any and all loss, costs, damage and expense, including reasonable attorneys’ fees and costs, that the City incurs because of the breach of any of the above representations or warranties and/or resulting from or due to the release or threatened release of Hazardous Substances which were, or are claimed or alleged to have been, used, employed, deposited, stored, disposed of, placed, or otherwise located or allowed to be located, in or on the Dedicated Property by Developer, its employees, agents, contractors or representatives. 15. DEPOSITS/ESCROWS. A. Construction Observation Deposit. Developer shall be responsible for all construction observation costs incurred by the City relating to this Agreement. Developer shall make a cash deposit Page 9 with the City or construction observation. If the cash deposit is exhausted, the City Engineer or his/her designee may require that Developer submit additional funds to replenish the cash deposit. Alternatively, the City Engineer or his/her designee may invoice the Developer directly for such costs and Developer shall pay all such invoices within thirty (30) days of receipt. City may cease all work and review of the Development Work until the invoice is paid and/or the cash deposit is replenished. Any balance remaining in the cash deposit after the City Council’s final acceptance of the Developer Installed Public Improvements shall be returned to the Developer. B. Escrow for Future Improvements to CH21/Fountain Hills Dr Ne Intersection. Developer shall deposit a cash escrow with the City for estimated costs identified on Exhibit B for the future improvements to the CH21/Fountain Hills Dr NE intersection. The escrow represents $395,500.00 of the estimated intersection improvements for the portion of CH21 adjacent to the Property. Should improvements to the CH21/Fountain Hills Dr NE intersection not occur within a period of twenty (20) years from the date this agreement is executed by both parties, the cash escrow shall be returned to the Developer. 16. PARK DEDICATION FEES. Prior to any work occurring on the Property, Developer shall pay cash park fees as required by City Code in effect as of the date of the PUD approval, as specified in Exhibit B. 17. FEES. Developer shall pay the fees set forth in Exhibit B prior to any work occurring on the Property. Such fees may include but are not limited to the following: A. Administrative Fee. Developer shall pay to the City an Administrative Fee based on construction cost estimates to reimburse the City for such costs. Any costs incurred by the City in excess of the Administrative Fee shall be the responsibility of the Developer. B. Construction Observation Deposit. Developer shall make a cash deposit with the City for construction observation. Any costs incurred by the City in excess of the deposit shall be the responsibility Page 10 of the Developer. City shall invoice the Developer for such costs and Developer shall pay all such invoices within ten (10) days of receipt. Any balance remaining after the City’s final acceptance of the Developer Installed Improvements shall be returned to the Developer. C. Tree Preservation and Replacement. D. Trunk Storm Water Acreage Charge. E. Trunk Water Acreage Charge. F. Trunk Sewer Acreage Charge. 18. MAINTENANCE OF PLATTED LOTS. Developer shall provide ongoing maintenance of all platted lots on the Property, including but not limited to mowing and weed control, sidewalk clearing (ice, snow, building materials, eroded materials, and other debris), storm water and erosion control, and other maintenance issues for which the Developer receives notice from the City Manager or his/her designee. Developer’s obligations pursuant to this paragraph shall continue until such time as the City has accepted the Developer Installed Improvements in writing. 19. OVERSIZING. Oversizing is the construction of a Developer Installed Improvement to City specifications that exceeds those that would be required of the Developer in order to serve additional development. Oversizing improvements include, but are not limited to, sanitary sewer, water, storm drainage facilities, and road improvements. If the City Engineer determines that oversizing is required, the City shall reimburse the Developer for the costs associated with this work. City and Developer agree that the cost of system oversizing to be reimbursed to the Developer is based upon a cost estimate by the Developer’s contractor to be provided by the Developer and approved by the City Engineer and application of the City's Assessment Policy based on a final engineering design as described in Exhibit B. 20. LANDSCAPING (Single-Family Residential). In accordance with the City Subdivision Ordinance, each residential lot on the Property must have at least two (2) front yard trees. The City shall not issue a building permit for a lot until two (2) front yard trees are planted or retained and a cash escrow or Page 11 letter of credit for the lot in question’s landscaping is provided to the City. The City shall not issue a certificate of occupancy for a lot until the front yard, boulevard, and side yards to the rear of every structure have been sodded, weather permitting. If the required landscaping is not installed, the City is granted a right of entry to enter upon the lot and install the landscaping using the escrowed funds or letter of credit. Upon satisfactory completion of the landscaping on the lot, the escrowed funds less any draw made by the City, shall be returned to the person who deposited the funds with the City. 21. LANDSCAPING (Special Provisions). Landscaping for the Property shall comply with Plan D. Developer shall warrant all required trees, whether the trees are to be retained or planted, for one (1) year from the later of: (i) the planting of the tree; or (ii) the issuance of a certificate of occupancy to the lot upon which the tree is located. A tree replaced under this warranty shall be warranted an additional year (1) year from the date of the planting of the replaced tree. In additional to all other security required under this Agreement, Developer shall provide to the City a cash escrow or letter of credit in the amount specified in Exhibit B to secure the planting and retainage of the required trees and to secure this warranty. If Developer fails to plant or retain the required trees or fails to comply with this warranty within 30 days after written notice thereof to Developer, the City may draw upon the escrowed funds or letter of credit to plant or replace required trees. Developer may periodically request reductions of the escrowed funds or letter of credit and the City may approve such a request in an amount of the value of each healthy tree for which the warranty has expired as determined by the City. No tree plantings shall be placed within five (5) feet of a sanitary sewer, storm sewer, or water main line. All plantings permitted in public right-of-way/boulevard areas shall be placed a minimum four (4) feet behind the curb, be of deciduous species (no coniferous species), and be located outside of a fifty (50) foot sight triangle at street corners. 22. SECURITY. A. To guaranty compliance with the terms of this Agreement, Developer shall furnish the City an irrevocable letter of credit or other security deemed acceptable to the City in the following amounts: Page 12 i. 125% of projected costs for the Developer Installed Improvements as certified to by a registered engineer and approved by the City Engineer or his/her designee. ii. 125% of projected costs for the grading, drainage and erosion control plan, including storm water calculations from proposed impervious surfaces as certified by a registered engineer and approved by the City Engineer or his/her designee. iii. 125% of projected costs for the landscape plan as certified by a registered engineer and approved by the City Engineer or his/her designee. B. This breakdown is for historical reference; it is not a restriction on the use of the Security. C. The irrevocable letter of credit or other security deemed acceptable to the City is referred to throughout this Agreement as the “Security.” The Security shall be in the form attached hereto as Exhibit C, from a bank approved by the City. The bank shall be authorized to do business in the State of Minnesota. The Security shall extend through completion and acceptance (including the expected warranty period) by the City of the Development Work. D. In the event that Developer fails to comply with the terms of this Agreement within 30 days after written notice thereof to Developer, the City may draw on the Security in whole or in part without notice by delivering or mailing by certified mail to the issuer a statement identifying the amount of the draw and reason for the draw. Notwithstanding the foregoing, the City may draw on the Security in whole or in part without notice in an emergency situation, including, but not limited to, a sewer or water leak. In addition, if the Development Work is not completed at least 30 days prior to the expiration of the Security, the City may draw on the Security in the same manner. The City shall not be under any obligation to cure any breach of the terms of this Agreement with the proceeds from the Security, but may, at the City’s sole option, cure the breach or retain the proceeds from the Security until Developer cures the breach. In the event the breach is fully cured by Developer, the City shall then release to Developer such retained draw proceeds, less any expenses incurred by the City as a result of the breach (including but not limited to engineer’s, attorney’s, and other consultant fees and costs). Page 13 E. If the City makes a draw on the Security, Developer shall immediately replenish the Security to an amount sufficient to cure any breach plus 125% of the cost of all Development Work then remaining for which the Security was required. F. The City may, from time to time, and only if Developer is otherwise in compliance with all terms of the Agreement, approve a reduction in the amount of the Security based upon work completed and approved by the City Engineer or his/her designee, except that the City may, at all times, maintain the Security in an amount equal to 125% of the actual projected costs for all remaining Development Work for which the Security was required as determined by the City Engineer or his/her designee and 25% of the value of the completed Development Work for which the Security was required. In any event, the City shall maintain a minimum 5% of the Development Work costs throughout the warranty period and until the warranty bonds described in paragraph 8 have been accepted and approved by the City. In the event that warranty bonds are not submitted, the City shall maintain a minimum 25% of the of the Development Work throughout the warranty period. 23. CLEAN UP AND DAMAGE: A. Developer assumes full financial responsibility for any damage which may occur to public property including but not limited to streets, street sub- base, base, bituminous surface, curb, utility system including but not limited to water main, sanitary sewer or storm sewer when said damage occurs as a result of the activity which takes place during the development of the Property. Developer further agrees to pay all costs required to repair the streets, utility systems and other public property damaged or cluttered with debris when occurring as a direct or indirect result of the construction that takes place on the Property. B. Developer shall clean the streets every day or as required by the City Engineer. C. Developer agrees that any damage to public property occurring as a result of construction activity on the Property shall be repaired immediately if deemed to be an emergency by the City. Developer further agrees that any damage to public property as a result of construction activity on the Page 14 Property shall be repaired within 14 days if not deemed to be an emergency by the City. 24. NON-INTERFERENCE WITH ADJOINING PROPERTIES. All work performed by Developer and Developer’s contractors and subcontractors shall be performed exclusively upon the Property unless Developer has obtained easements over adjacent property to perform work thereon. Any work related to roads, trails, drainage, and utility improvements, which are specified herein to occur on land outside the Property, shall occur exclusively within the appropriate easement boundaries for such work. In no event shall any work performed by Developer or Developer’s contractors and subcontractors interfere with other properties, rights-of-way, or easements. 25. DEVELOPER’S RESPONSIBILITY FOR CODE VIOLATIONS: In the event of a violation of City Code relating to use of the Property during construction thereon or failure to fulfill an obligation imposed upon the Developer pursuant to this Agreement, City shall give 72 hour notice of such violation in order to allow a cure of such violation, provided however, City need not issue a building or occupancy permit for construction or occupancy on the Property while such a violation is continuing, unless waived by City. The existence of a violation of City Code or the failure to perform or fulfill an obligation required by this Agreement shall be reasonably determined by the City Manager or a designee. 26. DEVELOPER'S RESPONSIBILITY FOR ITS CONTRACTORS: Developer shall release, defend and indemnify City, its elected and appointed officials, employees and agents from and against any and all claims, demands, lawsuits, complaints, loss, costs (including attorneys’ fees), damages and injunctions relating to any acts, failures to act, errors, omissions of Developer or Developer's consultants, contractors, subcontractors, suppliers and agents. Developer shall not be released from its responsibilities to release, defend and indemnify because of any inspection, review or approval by City. 27. RESPONSIBILITY FOR COSTS. Except as otherwise specified herein, Developer shall pay all costs incurred by it or the City in conjunction with the development of the Property, including, but not limited to, legal, planning, engineering, design, development, construction, clean up, repair, easement Page 15 and land acquisition, and inspection expenses incurred in connection with (i) review, approval, denial, and implementation of zoning, CUP, platting, site and building plan, and any other reviews, approvals, or denials by the City and any other reviewing authority; (ii) the Developer Installed Improvements; (iii) the Property; (iv) the preparation and review of the Agreement and other documents referred to in the Agreement or related to the Development Work; and (v) enforcing the terms of this Agreement. Developer shall pay in full all bills submitted to it by the City, in accordance with this Agreement, within 30 days after receipt. 28. DEVELOPER'S DEFAULT. A. Definition. In the context of this Agreement, “Event of Default” shall include, but not be limited to, any one or more of the following events: (1) failure by the Developer to pay in a timely manner, all fees, charges, taxes, claims and liabilities, including but not limited to all real estate property taxes, utility charges, and assessments with respect to the Property; (2) failure by the Developer to construct the Developer Installed Improvements pursuant to the terms, conditions and limitations of this Agreement; (3) failure by the Developer to observe or perform any covenant, condition, obligation or agreement on its part to be observed or performed under this Agreement; (4) transfer of any interest in the Property without prior written approval by the City Council (for the purpose of this paragraph, a lease to a commercial or residential tenant does not require approval by City Council and is not an event of default, and the sale of a lot, except an outlot, to a builder is not an event of default); (5) failure to correct any warranty deficiencies; (6) failure by the Developer to reimburse the City for any costs incurred by the City or to pay when due the payments required to be paid or secured in connection with this Agreement; (7) failure by the Developer to renew the Security at least thirty (30) days prior to its expiration date; (8) receipt by the City from the Developer’s insurer of a notice of pending termination of insurance; (9) failure to maintain a current insurance certificate on file with the City meeting City requirements; (10) failure to maintain the required Security; (11) a breach of any provision of this Agreement; (12) If any representation made by Developer in this Agreement, is inaccurate, either when made Page 16 or at a later date; (13) Failure by Developer to pay its debts as they become due, the voluntary or involuntary filing of a petition in bankruptcy, an assignment by Developer for the benefit of its creditors, or the appointment of a receiver for (a) Developer; (b) all or any substantial portion of Developer’s assets; (c) the Property; or (14)If Developer is in default under any mortgage or other pledge, guaranty or security agreement. B. Event of Default - Remedies. Whenever an Event of Default occurs, the City may take any one or more of the following actions: 1. The City may suspend its performance under this Agreement. 2. The City may draw upon or bring action upon any or all of the securities provided to the City pursuant to any of the terms of this Agreement. 3. The City may take whatever action, including legal or administrative action, which may be necessary or desirable to the City to collect any payments due under this Agreement or to enforce performance and/or observance of any obligation, agreement or covenant of development under this Agreement. 4. The City may suspend issuance of building permits and/or certificates of occupancy on any of the lots, including those lots sold to third parties. 5. Suspend the release of any escrowed dollars. 6. Use of escrow dollars or other security to satisfy any outstanding financial obligations to the City including but not limited to all real estate property taxes, utility charges, and assessments with respect to the property; 7. The City is hereby granted the option, but not the obligation, to complete or cause completion in whole or part of all of the Developer’s obligations under this Agreement. This Agreement is a license for the City to act, and it shall not be necessary for the City to seek a court order for permission to enter the Property and cure the default, including but not limited to, completion of the Development Work. Page 17 When the City does any such work all costs incurred by the City in performing such work shall be recoverable by it from the Security, and shall also constitute a lien on the Property, and the City may, in addition to its other remedies, collect the costs in whole or in part as special assessments as specified in Chapter 429 of the Minnesota Statutes. Developer knowingly and voluntarily waives all rights to appeal said special assessments under Minnesota Statutes Section 429.081. C. Notice. In a non-emergency, Developer shall first be given written notice of the Event of Default not less than 48 hours prior to curing the default or exercising a remedy, or such other period of time as the City, in its sole discretion, deems reasonable under the circumstances. If, in the City’s judgment, an Event of Default results in a threat to the public health, safety or welfare, the City may act to correct the default without notice. D. Election of Remedies. No remedy conferred in this Agreement is intended to be exclusive and each shall be cumulative and shall be in addition to every other remedy. The election of any one or more remedies shall not constitute a waiver of any other remedy. The City may, but is not obligated to, exercise any of the remedies referred to in this paragraph 27. 29. NOTICES. A. Required notices to the Developer shall be in writing, and shall be either hand delivered to the Developer, its employees or agents, or mailed to the Developer by certified mail at the following address: 815 NW Parkway #140, Eagan, MN 55121. Notices to the City shall be in writing and shall be either hand delivered to the City Manager or mailed to the City by certified mail in care of the City Manager at the following address: City of Prior Lake, 4646 Dakota Street SE, Prior Lake, Minnesota 55372. Concurrently with providing notice to the City, Notice(s) shall be served upon the City Attorney David Kendall, Campbell Knutson, Grand Oak Office Center I, 860 Blue Gentian Road, Suite 290, Eagan, MN 55121. Page 18 B. Notices shall be deemed effective on the date of receipt. Any party may change its address for the service of notice by giving written notice of such change to the other party, in any manner above specified, 10 days prior to the effective date of such change. C. Notice related to an Event of Default shall include the following: (1) the nature of the breach of the term or condition that requires compliance by the Developer, or the Event of Default that has occurred; (2) what the Developer must do to cure the breach or remedy the Event of Default; and (3) the time the developer has to cure the breach or remedy the Event of Default. 30. INDEMNIFICATION. Developer shall indemnify, defend, and hold the City, its Council, agents, employees, attorneys and representatives harmless against and in respect of any and all claims, demands, actions, suits, proceedings, liens, losses, costs, expenses, obligations, liabilities, damages, recoveries, and deficiencies, including interest, penalties, and attorneys’ fees, that the City incurs or suffers, which arise out of, result from or relate to this Agreement or the Development Work. The responsibility to indemnify and hold harmless the City, its Council, agents, employees, attorneys and representatives does not extend to any willful or intentional misconduct on the part of any of these individuals. 31. NO THIRD PARTY RECOURSE. The City and Developer agree that third parties shall have no recourse against the City under this Agreement. The Developer agrees that any party allegedly injured or aggrieved as a result of the City’s approval of the Final Planned Unit Development Plan shall seek recourse against the Developer or the Developer’s agents. In all such matters, including court actions, the Developer agrees that the indemnification and hold harmless provisions set out in Paragraph 29 shall apply to said actions. This Agreement is a contract agreement between the City and the Developer. No provision of this Agreement inures to the benefit of any third person, including the public at large, so as to constitute any such person as a third-party beneficiary of the Agreement or of any one or more of the terms hereof, or otherwise give rise to any cause of action for any person not a party hereto. Page 19 32. INSURANCE REQUIREMENTS. Developer, at its sole cost and expense, shall take out and maintain or cause to be taken out and maintained, until the expiration of the warranty period(s) on the Developer Installed Improvements, a policy of insurance with limits for bodily injury and death of not less than $1,000,000.00 per person and $2,000,000.00 for each occurrence; limits for property damage shall be not less than $2,000,000.00 for each occurrence; or a combination single limit policy of not less than $2,000,000.00. The City, its elected and appointed officials, officers, employees, planners, engineers, attorneys, and agents shall be named additional insureds on any such policy. The insurance certificate shall provide that the City shall be given 30 days advance written notice before any modification, amendment or cancellation of the insurance becomes effective. 33. DEVELOPMENT AGREEMENT: The Agreement shall be recorded with the Scott County Recorder or Registrar of Titles, as applicable within 90 days of approval by the City Council. The Final PUD Plan shall be considered void if the Agreement is not recorded within the 90 days provided for herein unless a request for a time extension is submitted in writing and approved by the City Council prior to the expiration of the 90-day period. 34. RECONSIDERATION OR RESCISSION: If Developer fails to proceed in accordance with this Agreement within twelve (12) months of the date hereof, Developer, for itself, its successors, and assigns, shall not oppose the City’s reconsideration and rescission of all approvals issued in connection with this Agreement, thus restoring the status of the Property before the Agreement and all such approvals. 35. SIGNS: The Developer hereby waives any claim against the City for removal of signs placed in the right-of-way in violation of the City Zoning Ordinance and State Statutes. The City shall not be responsible for any damage to, or loss of, signs removed. 36. MISCELLANEOUS. A. Compliance With Other Laws. The Developer represents to the City that in performing all work under this Agreement, Developer shall comply with all county, metropolitan, state, and federal laws Page 20 and regulations, including but not limited to: subdivision ordinances, zoning ordinances, and environmental regulations. If the City determines the Developer is not in compliance, the City may, at its option, refuse to allow construction or development work on the Property until the Developer does comply. Upon the City's demand, the Developer shall cease work until there is compliance. B. Permits. The Developer shall obtain all necessary approvals, permits and licenses from the City, and any other regulatory agencies and the utility companies. All costs incurred to obtain said approvals, permits and licenses, and also all fines or penalties levied by any agency due to the failure of the Developer to obtain or comply with conditions of such approvals, permits and licenses, shall be paid by the Developer. C. Severability. If any portion, section, subsection, sentence, clause, paragraph, or phrase of this Agreement is for any reason held invalid, such decision shall not affect the validity of the remaining portions of this Agreement. D. Amendments. There shall be no amendments to this Agreement unless in writing, signed by the parties and approved by resolution of the City Council. E. Waiver. Failure of the City to require performance of any provision of this Agreement shall not affect its right to require full performance of this Agreement at any time thereafter and the waiver by the City of a breach of any such provision shall not be a waiver of any subsequent breach and shall not nullify the effectiveness of such provision. F. Assignment. The Developer may not assign this Agreement without the prior written approval of the City Council, which consent shall not be unreasonably withheld, conditioned or delayed, provided Developer shall have the right to assign this Agreement to Developer’s lender as collateral security for any construction or permanent financing relating to the Project. The Developer's obligation hereunder shall continue in full force and effect even if the Developer sells the Property, or any part of it. G. Interpretation. This Agreement shall be interpreted in accordance with and governed by the laws of the State of Minnesota. The words herein and hereof and words of similar import, without reference Page 21 to any particular section or subdivision, refer to this Agreement as a whole rather than to any particular section or subdivision hereof. Titles in this Agreement are inserted for convenience of reference only and shall be disregarded in constructing or interpreting any of its provisions. H. Successors and Assigns. Provisions of this Agreement shall be binding upon and enforceable against Developers successors and assigns including but not limited to all purchasers and owners of all or any part of the Property and their successors and assigns. I. Performance Standards. The Property shall be developed and operated in a manner meeting all applicable noise, vibration, dust and dirt, smoke, odor and glare laws and regulations. J. No City Liability. Except for the intentional acts of the City or its employees and contractors, no failure of the City to comply with any term, condition, covenant or agreement herein shall subject the City to liability for any claim for damages, costs or other financial or pecuniary charges. K. Exhibit A. The Developer hereby irrevocably nominates, constitutes, and appoints and designates the City as its attorney-in-fact for the sole purpose and right to amend Exhibit A hereto to identify the legal description of the Property after completing an administrative land combination. 37. PLANNED UNIT DEVELOPMENT. The Property is being developed as a Planned Unit Development. The City Council has found that the proposed development of the Property is in compliance with Chapter 10, Article IV, Division 4, Planned Unit Developments, of Prior Lake City Code. The Property shall be developed in compliance with Resolution No. 26-____ dated September 22, 2026 and the plans approved by that Ordinance and Resolution. 38. LENDER NOTICE. If at any time the City shall declare an event of default or a default under this Agreement, the City will give Developer’s lender a notice addressed pursuant to written instructions that have been provided to the City in the manner provided in Section 28 herein, which notice shall specify the nature of the default. Lender shall have the right to cure the default within the period provided under the terms of this Agreement. Page 22 39. ESTOPPEL. Upon request of any mortgage lender, the City agrees to provide a certificate, as of the date of the certificate, the status of the following: (a) Whether default or event of default by Developer exists under the terms of this Agreement or any other approvals for the Property; (b) Whether this Agreement has been amended or modified in any respect, or whether any material provision thereof has been waived by the City or the Developer, and whether this Agreement and the approvals for the Property are in full force and effect. 40. FORCE MAJEURE EVENT. No Party shall be liable or responsible to the other Party, nor be deemed to have defaulted under or breached this Agreement, for any failure or delay in fulfilling or performing any term of this Agreement (except for any obligations to make payments to the other Party hereunder), when and to the extent such failure or delay is caused by or results from acts beyond the affected party’s reasonable control, including, without limitation: (a) acts of God; (b) flood, fire, earthquake, or explosion; (c) war, invasion, hostilities (whether war is declared or not), terrorist threats or acts, riot, or other civil unrest; (d) government order or law; (e) actions, embargoes, or blockades in effect on or after the date of this Agreement; (f) action by any governmental authority; (g) national or regional emergency; and (h) strikes, labor stoppages or slowdowns, or other industrial disturbances (herein referred to as “Force Majeure Event”). The party suffering a Force Majeure Event shall give notice within ten (10) days of the Force Majeure Event to the other Party, stating the period of time the occurrence is expected to continue and shall use diligent efforts to end the failure or delay and ensure the effects of such Force Majeure Event are minimized. 41. RELEASE. Upon completion and approval of all work required herein, including completion of the Developer Installed Improvements and acceptance of the Developer Installed Improvements to be transferred to the City, and satisfaction of all of the Developer’ s respective obligations under this Page 23 Agreement, the City agrees to execute an instrument releasing the Property from the terms of this Agreement. CITY OF PRIOR LAKE By: Kirt Briggs, Mayor By: Jason Wedel, City Manager STATE OF MINNESOTA ) (ss. COUNTY OF SCOTT ) The foregoing instrument was acknowledged before me this _____ day of ____________, 20____, by Kirt Briggs, Mayor, and by Jason Wedel, City Manager, of the City of Prior Lake, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. ________________________________ NOTARY PUBLIC Page 24 PULTE HOMES OF MINNESOTA, LLC By: ________________________________ Todd N. Sheldon Its: Manager STATE OF MINNESOTA ) (ss. COUNTY OF __________ ) The foregoing instrument was acknowledged before me this ______ day of ____________, 20____, by Todd N. Sheldon, Manager, of Pulte Homes of Minnesota, LLC, a Minnesota Limited Liability Company, on behalf of the company. _____________________________________ NOTARY PUBLIC DRAFTED BY: City of Prior Lake 4646 Dakota Street SE Prior Lake, Minnesota 55372 Page 25 MORTGAGEE CONSENT TO DEVELOPMENT AGREEMENT _____________________, which holds a mortgage on the subject property, the development of which is governed by the foregoing Development Agreement, agrees that the Development Agreement shall remain in full force and effect even if it forecloses on its mortgage. Dated this _____ day of ____________, 20__. DRP CONCORD 10, LLC By: ________________________________ Its: _______________________________ STATE OF MINNESOTA ) (ss. COUNTY OF __________ ) The foregoing instrument was acknowledged before me this _____ day of ________________, 20__, by , the of , on behalf of . ________________________________________ NOTARY PUBLIC DRAFTED BY: City of Prior Lake 4646 Dakota Street SE Prior Lake, Minnesota 55372 Page 26 EXHIBIT A TO DEVELOPMENT AGREEMENT Legal Description of Property Outlot B, MARLOW RIDGE, according to the recorded plat thereof, Scott County, Minnesota. Page 27 EXHIBIT A TO DEVELOPMENT AGREEMENT Page 28 EXHIBIT A TO DEVELOPMENT AGREEMENT Page 29 EXHIBIT A TO DEVELOPMENT AGREEMENT Page 30 EXHIBIT A TO DEVELOPMENT AGREEMENT Page 31 EXHIBIT B TO DEVELOPMENT AGREEMENT Deposit/Escrow Amt Per Total Construction Observation Deposit 8% of Public Improvements = $477,560.00 Future Improvements to Other Escrow CH21/Fountain Hills Dr NE = $395,500.00 Intersection TOTAL Deposit/Escrow = $ 873,060.00 Fee Amt Per Total Administrative Fee 6% of Public Improvements = $358,170.00 Park Dedication Fee $3,750.00 X 46 Units = $172,500.00 Trunk Sewer Acreage Charge $5,975.00 X 18.092 Acres = $108,100.00 Trunk Water Acreage Charge $3,600.00 X 18.092 Acres = $65,131.00 Trunk Stormwater Acreage Charge $5,300.00 X 18.092 Acres = $95,888.00 Street Seal Coat Fee $2.25 X 19478 Sq Yds = $43,826.00 TOTAL Fee = $843,615.00 Security Total Sanitary Sewer = $1,065,689.00 Water Main = $699,635.00 Storm Sewer = $1,753,387.00 Streets/Sidewalks/Trails = $2,450,795.00 Subtotal (rounded) = $5,969,506.00 TOTAL Letter of Credit 125% of Subtotal = $7,461,883.00 Page 32 EXHIBIT C SAMPLE IRREVOCABLE LETTER OF CREDIT No. ___________________ Date: _________________ TO: City of Prior Lake 4646 Dakota Street SE Prior Lake, Minnesota 55372 Dear Sir or Madam: By order of our client \[name and address of client\] we hereby issue our standby irrevocable Letter of Credit for the account of the \[insert name of client\] for an amount or amounts not to exceed in the aggregate U.S. Dollars $ ___________________________ (__________________ Thousand and No/100 U.S. Dollars) effective immediately and expiring at our \[insert address of office\] on \[insert date\] relative to our client’s performance under that certain contract entitled \[insert name of contract/development agreement, etc.\] dated \[insert date of contract\]. Funds under this Letter of Credit are available against your sight draft(s) on us, for all or part of this Letter of Credit, mentioning thereon our Credit No.______. Each such draft must be accompanied by your signed written statement to the effect that \[name of client\] has failed to comply with the terms and conditions of the above mentioned contract. Presentation will also be deemed made upon our receipt of your telecopier transmission to us at (FAX NUMBER \[insert fax number\] _____________________) of a facsimile of the appropriate sight draft and written statement completed and signed, together with your telephone advice to us at (TELEPHONE NUMBER \[insert telephone number\] _________________________________) or such other number as we shall specify to you in writing) of your sending the above-described telecopier transmission. Failure to make the telephone advice will not impair the validity of the presentation. If presentations are made by facsimile the original documents are not required. In the event that at least thirty (30) days prior to the expiry date listed above, this Letter of Credit is not extended for a period of at least one year or has not been replaced with a substitute Letter of Credit acceptable to you, this Letter of Credit is also payable to you upon presentation to us of your written statement mentioning thereon our Credit No.\[insert number\] ____ and stating “Letter of Credit No. \[insert number\] __________ has not been extended for a period of at least one year from the present expiration date and has not been replaced with a substitute Letter of Credit acceptable to us.” This letter of credit shall automatically extend for successive one-year terms unless at least forty-five days prior to the next annual extension date of \[insert day and month of renewal\] ________________ of such year, we deliver written notice by registered mail or overnight courier to the City that we intend not to extend the letter of credit for any additional period. If such notice is delivered and the letter of credit has not been replaced with a substitute letter of credit acceptable to you by the date of said notice, this letter of credit is also payable to you upon presentation to us of your written statement mentioning thereon our Letter of Credit No. \[insert number\] ______________ and stating “Notice of Modification, Cancellation or Non-Extension of Letter of Credit No. \[insert number\]_________________has been received and the letter of credit has not been replaced with a substitute letter of credit acceptable to us. If we receive your sight draft(s) and statement(s) as mentioned above, here at our address \[insert address\], on or before the expiry date of this Letter of Credit, we will promptly honor the same. If an interruption of our business occurred as a result of an Act of God, riots, civil commotion, insurrections, wars or any other causes beyond our control, as described in Article 36 of the Uniform Customs and Practices for Documentary Credits, UCP600 2007 which prevented us from accepting and/or paying you on this Letter of Credit, we undertake upon resumption of our business to accept drafts and pay on this Letter of Credit provided your draft is presented prior or during our business interruption or no later than thirty (30) days following resumption of our business. This Credit is subject to the Uniform Customs and Practices for Documentary Credits, UCP600 2007. Very Truly Yours, \[Signature of Issuer\] Page 33 PROJECT LOCATION WL4 WL1 WL1 C. R . 2 1 (E A G L E C R E E K A V E N E ) C. R . 2 1 (E A G L E C R E E K A V E N E ) PI K E L A K E T R A I L N E FOU N T A I N H I L L S D R N E FOUNTAIN HILLS DR (PUB L I C ) (P U B L I C ) (P U B L I C ) (P U B L I C ) SU R R E Y LA N E N E CA R R I A G E LA N E N E CO A C H M A N LA N E CARRIAG E H I L L S P W K Y (PUBLIC ) FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E SU R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT C OUTLOT C OUTLOT C OUTLOT D OUTLOT D OUTLOT D OUTLOT D OL A MICHA E L W A Y LE O L A N E JACOB DRIVE MI C H A E L W A Y Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ C O V E R . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 4 : 3 1 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. Cover Sheet X X X X Turn Lane Plan - Eagle Creek Aveue NE Grading Profiles Erosion & Sediment Control Notes & Details Wetland Management Plan - Overview Tree Preservation Plan - View A - View D PLAN SUBMISSION/REVISION MATRIX #SHEET DESCRIPTION X X X X X X X X X X X X X X X X X X X XXXX XXXX X X X X XXXX XXXX XXXX XXXX XXXX XXXX XXXX XXXX XXX XXXX XXXX XXXX XXXX XXXX XX X X X X XXXX XXXX X X X X 202 6 - 0 7 - 1 4 202 6 - 0 8 - 1 7 202 6 - 0 8 - 2 7 202 6 - 0 9 - 0 4 202 6 - 0 9 - 0 9 Details DEVELOPER Pulte Group 1650W. 82nd Street, Suite 300 Bloomington, MN 55341 Contact: Chad Onsgard Email: chad.onsgard@pultegroup.com CONSULTANT Alliant Engineering, Inc. Marquette Avenue South, Suite 700 Minneapolis, MN 55402 Phone: 612.758.3080 Fax: 612.758.3099 ENGINEER Ben Palazzolo License No. 61668 Email: bpalazzolo@alliant-inc.com SURVEYOR Dan Ekrem License No. 57366 Email: dekrem@alliant-inc.com LANDSCAPE ARCHITECT Troy Muff License No. 59799 Email: tmuff@alliant-inc.com VICINITY MAP Scale: 1"=4000' Vierling Ridge Prior Lake, MN CONTACT LIST 09/09/2026 0 SCALE IN FEET 75 150 300 1 79 1 1 8 14 19 77 - 78 20 21 - 24 25 26 - 27 28 - 30 31 32 - 35 37 38 39 - 46 47 48 - 58 61 63 64 - 67 68 69 70 - 73 N N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Co v e r S h e e t 2220189-00 Site Plan - Notes Grading & Drainage Plan - Overview Grading Details Grading & Drainage Plan - View A - View D Pond Details Erosion & Sediment Control Plan - Overview Erosion & Sediment Control Plan - View A - View D Sanitary Sewer & Watermain Plan - Overview Sanitary Sewer & Watermain Plan & Profile Storm Sewer Plan - Overview Storm Sewer Plan & Profile Landscaping Plan - Overview Landscaping Plan - View A - View D Tree Preservation Plan - Overview Tree Inventory Landscaping Plan - Enlargements & Details X X X X Demolition & Removal Plan - Overview 2 - 7 X X X X 74 - 76 X X X X 15 - 18 X X X X Demolition & Removal Plan - View A - View E9 - 13 Site Plan - View A - View D Site Plan - Overview Signage Plan62 Vertical Erosion And Sediment Control Plan36 59 - 60 Intersection Details 79 Turn Lane Plan - Notes & Details Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E T A I L S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 4 : 5 1 P M Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De t a i l s Ben Palazzolo 09/09/2026 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 2 79 22 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E T A I L S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 4 : 5 4 P M Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De t a i l s Ben Palazzolo 09/09/2026 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 3 79 33 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E T A I L S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 4 : 5 6 P M Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De t a i l s Ben Palazzolo 09/09/2026 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 4 79 44 PVC C900 2" 5' www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E T A I L S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 4 : 5 9 P M Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De t a i l s Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 5 79 55 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E T A I L S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 0 2 P M Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De t a i l s Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 6 79 66 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E T A I L S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 0 6 P M Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De t a i l s Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 7 79 77 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of VIEW E VIEW A VIEW D VIEW C VIEW B Δ WL5 WL2 WL 3 WL4 WL1 WL1 WL1 C.R. 42 (140TH ST NW) C. R . 2 1 (E A G L E C R E E K A V E N E ) C. R . 2 1 (E A G L E C R E E K A V E N E ) P I K E L A K E T R A I L N E FOU N T A I N H I L L S D R N E FOUNTAIN HILLS DR (PUB L I C ) (P U B L I C ) (P U B L I C ) (P U B L I C ) (PUBLIC) SU R R E Y LA N E N E CA R R I A G E LA N E N E CO A C H M A N LA N E CARRIAG E H I L L S P W K Y (PUBLIC ) www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E M O L I T I O N . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 2 1 P M Know what's below. Call before you dig. R Dial 811 Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 8 79 0 SCALE IN FEET 75 150 300 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De m o l i t i o n & R e m o v a l P l a n - O v e r v i e w 2220189-00 8 LEGEND: WL 3 P I K E L A K E T R A I L N E ( P U B L I C ) www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E M O L I T I O N . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 2 2 P M Know what's below. Call before you dig. R Dial 811 Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 9 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De m o l i t i o n & R e m o v a l P l a n - V i e w A 2220189-00 9 WL2 SU R R E Y L A N E N E CO A C H M A N L A N E CARRIAG E H I L L S P W K Y (PUBLIC ) www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E M O L I T I O N . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 2 3 P M Know what's below. Call before you dig. R Dial 811 Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 10 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De m o l i t i o n & R e m o v a l P l a n - V i e w B 2220189-00 10 WL5 C. R . 2 1 (E A G L E C R E E K A V E N E ) (P U B L I C ) CA R R I A G E LA N E N E CARRIAG E H I L L S P W K Y (PUBLIC ) www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E M O L I T I O N . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 2 4 P M Know what's below. Call before you dig. R Dial 811 Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 11 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De m o l i t i o n & R e m o v a l P l a n - V i e w C 2220189-00 11 WL4 WL1 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E M O L I T I O N . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 2 5 P M Know what's below. Call before you dig. R Dial 811 Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 12 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De m o l i t i o n & R e m o v a l P l a n - V i e w D 2220189-00 12 Δ WL1 WL1 WL1 C.R. 42 (140TH ST NW) C. R . 2 1 (E A G L E C R E E K A V E N E ) (P U B L I C ) (PUBLIC) www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ D E M O L I T I O N . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 2 6 P M Know what's below. Call before you dig. R Dial 811 Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 13 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e De m o l i t i o n & R e m o v a l P l a n - V i e w E 2220189-00 13 VIEW A VIEW D VIEW C VIEW B WL4 WL1 WL1 C. R . 2 1 (E A G L E C R E E K A V E N E ) C. R . 2 1 (E A G L E C R E E K A V E N E ) P I K E L A K E T R A I L N E FOU N T A I N H I L L S D R N E FOUNTAIN HILLS DR (PUB L I C ) (P U B L I C ) (P U B L I C ) SU R R E Y LA N E N E CA R R I A G E LA N E N E CO A C H M A N LA N E CARRIAG E H I L L S P W K Y (PUBLIC ) FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT C OUTLOT C OUTLOT C OUTLOT D OUTLOT D OUTLOT D OUTLOT D OL A MICHA E L W A Y LE O L A N E JACOB DRIVE MI C H A E L W A Y 4.373 ac www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S I T E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 3 0 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Si t e P l a n - O v e r v i e w Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 14 79 140 SCALE IN FEET 60 120 240 N SITE PLAN DATA: PID: 259260010 177.06 AC PROPOSED ROW (CARRIAGE HILL PKWY)3.32 AC PROPOSED ROW (EAGLE CREEK AVE NE)5.15 AC PROPOSED ROW (140TH ST NW)3.95 AC PROPOSED ROW (FOUNTAIN HILLS DRIVE NE)2.49 AC PROPOSED ROW (PIKE LAKE TRAIL NE)0.01 AC OUTLOT A 0.17 AC OUTLOT B 0.99 AC WETLAND 4 (OUTLOT A)11.79AC * * SEE WETLAND MANAGEMENT PLAN FOR ADDITIONAL CALCULATIONS SITE PLAN LOT DATA: NOTES: ALL TOWNHOMES: MINIMUM BUILDING SEPARATION:20 FT ALL: FRONT YARD SETBACK: 20 FT REAR YARD SETBACK: 25 FT * SIDE YARD SETBACK: 7.5 FT (25 FT TO ROW) ** (SF AND TWINHOMES LOTS) *30 FT REAR YARD SETBACK ADJACENT TO CARRIAGE HILL PKWY LOT TYPE BREAKDOWN: TOWNHOMES 12 TWINHOMES 12 MID 65' SINGLE FAMILY LOTS 14 BLOCK 1, LOTS 1-3 BLOCK 2, LOTS 1-4, 13-19 LARGE 75' SINGLE FAMILY LOTS 8 BLOCK 2, LOTS 4-12 TOTAL UNITS 46 OUTLOT OWNER A HOA / DEVELOPER B HOA / DEVELOPER C DEVELOPER D DEVELOPER SITE PLAN OUTLOT DATA: SITE NOTES: 1. SEE SHEET 19 FOR TYPICAL LOT DETAILS AND TYPICAL ROAD SECTIONS. 2. SEE SHEET 62 FOR SIGNAGE PLAN AND DETAILS. LEGEND: EASEMENT LINE BUILDING SETBACK PROPERTY LINE LOT LINE ROW RETAINING WALL STREET SIGN STREET LIGHT WETLAND BUFFER WETLAND BUFFER BOUNDARY MONUMENT POND MAINTENANCE ACCESS (TURF) P I K E L A K E T R A I L N E ( P U B L I C ) S U R R E Y L A N E N E E Y L A N E N E S U R R E Y L A N E N E 1 2 3 4 3 2 1 5 B L O C K 2 B L O C K 1 BLOCK 3 6 5 3 2 1 4 OUTLOT C OUTLOT D OUTLOT D OUTLOT D www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S I T E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 3 2 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Si t e P l a n - V i e w A Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 15 79 15 0 SCALE IN FEET 25 50 100 N SU R R E Y L A N E N E CO A C H M A N L A N E CARRIAG E H I L L S P W K Y (PUBLIC ) S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 6 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT D OL A MICHA E L W A Y LE O L A N E JACOB DRIVE MI C H A E L W A Y STA:1+24.27 OFF:29.34'R STA:1+24.27 OFF:29.34'L STA:3+01.02 OFF:18.68'L STA:2+74.14 OFF:18.67'R STA:1+24.27 OFF:8.00'R STA:1+24.27 OFF:8.00'L www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S I T E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 3 4 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Si t e P l a n - V i e w B Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 16 79 160 SCALE IN FEET 25 50 100 NSTRIPING NOTES LEGEND: 1.WHITE PAVEMENT MARKINGS AS SHOWN 2.4" SOLID WHITE - LANE STRIPE 3.4" SOLID YELLOW - LANE STRIPE 4.4" BROKEN YELLOW - LANE STRIPE 5.12" SOLID YELLOW PAVEMENT MARKING AS SHOWN 6.CROSSWALK MARKINGS: SEE CITY OF PRIOR LAKE DETAIL PLATE 619 NOTE: ALL STRIPING SHALL BE GROUND IN, PAINT TYPE IS MULTI COMPONENT. ALL SYMBOLS AND CROSSWALKS SHALL BE GROUND IN PAINT. C. R . 2 1 (E A G L E C R E E K A V E N E ) (P U B L I C ) CA R R I A G E LA N E N E CARRIAG E H I L L S P W K Y (PUBLIC ) BLOCK 3 678 5 34 BLOCK 4 4 3 2 1 234BLOCK 5 OL A OUTLOT C OUTLOT C OUTLOT C OL A JACOB DRIVE WL4 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S I T E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 3 6 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Si t e P l a n - V i e w C Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 17 79 170 SCALE IN FEET 25 50 100 N WL4 WL1 FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E OUTLOT C OUTLOT D OUTLOT D 4.373 ac 12 35 1 3 46 6 1 3 4 STA:2+43.02 OFF:30.67'L TBC (TYP) STA:2+43.04 OFF:30.67'R STA:3+73.07 OFF:22.00'L STA:3+73.09 OFF:22.00'R STA:0+58.24 OFF:0.00' STA:2+43.00 OFF:9.33'R STA:2+43.00 OFF:6.67'R STA:0+95.00 OFF:6.67'R STA:0+95.00 OFF:9.33'R STA:0+93.00 OFF:18.00'L STA:3+73.05 OFF:6.00'R STA:3+73.05 OFF:6.00'L STA:2+43.00 OFF:18.00'L FOU N T A I N H I L L S D R N E (PUB L I C ) OUTLOT D CONNECT TO EXISTING TRAIL STA:15+55.19 OFF:35.00'L CONNECT TO EXISTING ROAD STA:15+99.15 OFF:0.06'L www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S I T E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 3 8 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Si t e P l a n - V i e w D Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 18 79 18 0 SCALE IN FEET 25 50 100 N STRIPING NOTES LEGEND: 1.WHITE PAVEMENT MARKINGS AS SHOWN 2.4" SOLID WHITE - LANE STRIPE 3.4" SOLID YELLOW - LANE STRIPE 4.4" BROKEN YELLOW - LANE STRIPE 5.12" SOLID YELLOW PAVEMENT MARKING AS SHOWN 6.CROSSWALK MARKINGS: SEE CITY OF PRIOR LAKE DETAILS PLATE #619 NOTE: ALL STRIPING SHALL BE GROUND IN, PAINT TYPE IS MULTI COMPONENT. ALL SYMBOLS AND CROSSWALKS SHALL BE GROUND IN PAINT. INSET A SEE INSET A THIS SHEET FAMILY LOT FAMILY LOT MEDIUM (65') SINGLE LARGE (75') SINGLETYPICAL 24' WIDE TOWNHOME LOT TYPICAL 34' WIDE TWINHOME LOT www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S I T E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 5 : 4 0 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Si t e P l a n - N o t e s Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 19 79 19 DEVELOPMENT LOT DETAILSROAD SECTIONS THAT VARY FROM TYPICAL STREET SECTION STANDARD DETAILS NOT TO SCALE SURREY LANE NE - 80' ROW ROAD SECTION NOT TO SCALE NOT TO SCALE FOUNTAIN HILLS DRIVE NE - 80' ROW ROAD SECTION STA:0+00-2+43 FOUNTAIN HILLS DRIVE NE - TURN LANE SECTION SURREY LANE NE - MEDIAN SECTION STA:0+00-1+24.27 NOT TO SCALE NOT TO SCALE 60' ROW ROAD SECTION NOT TO SCALE ASSUMED FACE OF CURB SEE NON TYPICAL ROAD SECTIONS 12" SURREY LANE NE - 80' ROW ROAD SECTION NOT TO SCALE STA:3+00-13+00 STA:13+00-18+26 SEE SHEET 77 FOR COUNTY TURN LANE SECTIONS SEE NON TYPICAL ROAD SECTIONS ST-4 ST-5 ST-6 ST-7 ST-8 ST-9 ST-10 ST-11 ST-12 ST-13 ST-14 ST-15 VIEW A VIEW D VIEW C VIEW B CA R R I A G E L A N E N E FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT C OUTLOT C OUTLOT C OUTLOT D OUTLOT D OUTLOT D OUTLOT D OL A COACHMAN LANE NE CO A C H M A N L A N E N E SU M M I T L A N E MICHAEL WAY MICHAEL WAY MICHA E L W A Y L E O L A N E LE O L A N E JACOB DRIVE BERN A R D L A N E B E R N A R D L A N E COACHMAN LANE NE MI C H A E L W A Y JACOB DRIVE G > > | | | | | | | | | | | F O F O FO FO F O FO FO F O F O FO FO OU X > > > > >> >> >> >> >> >> >> >> >> G G G G G G G G G G G E E E E E E E E E G G G X X X X X X X X X X X E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E > > >> >> >> >> >> >> > > >> >> >> >> >> >> >> >> >> >> >> >> >> >> G G G G G G G G G >> >> >> >> X X X X X X X X X X | || X W L WL WL WL W L WL WL WL WL WL WL WL WL W L WL W L WL WL WL WL W L | | | >> WL4 WLWLWL >> WL1 OU OU OU OU FO FO FO FO FO FO | >> >> C. R . 2 1 (E A G L E C R E E K A V E N E ) P I K E L A K E T R A I L N E FOU N T A I N H I L L S D R N E FOUNTAIN HILLS DR (PUB L I C ) ( P U B L I C ) (P U B L I C ) SU R R E Y LA N E N E CA R R I A G E LA N E N E CO A C H M A N LA N E CARRIAG E H I L L S P W K Y (PUBLIC ) WL WL WL Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ G R A D I N G . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 6 : 2 0 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 20 79 0 SCALE IN FEET 60 120 240 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Gr a d i n g & D r a i n a g e P l a n - O v e r v i e w 2220189-00 20 GRADING NOTES: 1.ALL FINISHED GRADES SHALL SLOPE AWAY FROM PROPOSED BUILDINGS AT MINIMUM GRADE OF 2.0%. ALL SWALES SHALL HAVE A MINIMUM SLOPE OF 2.00%. 2.THE CONTRACTOR SHALL KEEP THE ADJACENT ROADWAYS FREE OF DEBRIS AND PREVENT THE OFF-SITE TRACKING OF SOIL IN ACCORDANCE WITH THE REQUIREMENTS OF THE CITY AND WATERSHED. 3.NOTIFY GOPHER STATE ONE CALL, AT (800)252-1166, 48 HOURS PRIOR TO START OF CONSTRUCTION. 4.ALL IMPROVEMENTS TO CONFORM WITH CITY OF PRIOR LAKE CONSTRUCTION STANDARDS SPECIFICATION, LATEST EDITION. 5.CONTRACTOR SHALL COORDINATE ANY NECESSARY ROAD CLOSURE OR RESTRICTIONS WITH CITY. NOTIFY THE CITY AT LEAST 48 HOURS IN ADVANCE OF ANY AGREED UPON TRAFFIC CONTROL AND PROVIDE A TRAFFIC CONTROL PLAN. 6.ROCK CONSTRUCTION ENTRANCES SHALL BE PROVIDED AT ALL CONSTRUCTION ACCESS POINTS. 7.REFER TO GEOTECHNICAL REPORT AND PROJECT MANUAL, FOR SOIL CORRECTION REQUIREMENTS AND TESTING REQUIREMENTS. 8.STRIP TOPSOIL PRIOR TO ANY CONSTRUCTION. REUSE STOCKPILE ON SITE. STOCKPILE PERIMETERS MUST BE PROTECTED WITH SILT FENCE. 9.PRIOR TO STARTING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE TO MAKE SURE THAT ALL REQUIRED PERMITS AND APPROVALS HAVE BEEN OBTAINED. NO CONSTRUCTION OR FABRICATION SHALL BEGIN UNTIL THE CONTRACTOR HAS RECEIVED AND THOROUGHLY REVIEWED ALL PLANS AND OTHER DOCUMENTS APPROVED BY ALL OF THE PERMITTING AUTHORITIES. 10.IMMEDIATELY FOLLOWING GRADING OF (3:1 OR GREATER) SIDE SLOPES AND DRAINAGE SWALES, WOOD FIBER BLANKET OR OTHER APPROVED SOIL STABILIZING METHOD (APPROVED BY ENGINEER) SHALL BE APPLIED OVER APPROVED SEED MIXTURE AND A MINIMUM OF 6" TOPSOIL SHALL BE PLACED IN ALL PUBLIC/CITY ROW BOULEVARD AND MASS GRADED PUBLIC/CITY OUTLOTS. 4" TOPSOIL REQUIRED ELSEWHERE OR PER HOLD DOWN DETAILS. 11.THE GENERAL CONTRACTOR MUST DISCUSS DEWATERING PLANS WITH ALL SUBCONTRACTORS TO VERIFY NPDES REQUIREMENTS. IF DEWATERING IS REQUIRED DURING CONSTRUCTION, CONTRACTOR SHOULD CONSULT WITH EROSION CONTROL INSPECTOR AND ENGINEER TO DETERMINE APPROPRIATE METHOD. 12.REFER TO STORMWATER POLLUTION PREVENTION PLAN (SWPPP) FOR ALL EROSION AND SEDIMENT CONTROL DEVICE LOCATION, DESCRIPTIONS, NOTES AND DETAILS INCLUDING CONCRETE WASHOUT STATION INSTRUCTIONS. 13.LOW FLOOR ELEVATIONS AND LOW OPENING ELEVATIONS ARE TO BE DESIGNED TO THE FOLLOWING STANDARDS: LOW FLOOR ELEVATIONS SHALL BE AT LEAST: • 3’ ABOVE OHW OR HIGHEST KNOWN (WHICHEVER IS GREATER) • 2’ ABOVE HWL •1’ ABOVE EOF. LOW OPENING ELEVATIONS SHALL BE AT LEAST: • 1’ ABOVE EOF FOR LANDLOCKED BASINS, LOW FLOOR ELEVATIONS SHALL BE AT LEAST: • 1’ ABOVE THE SURVEYED BASIN OVERFLOW ELEVATION • WHERE AN OUTLET STRUCTURE IS PROPOSED BELOW THE OVERFLOW ELEVATION, LOWEST FLOOR ELEVATIONS SHALL BE AT LEAST 3’ ABOVE THE HIGH WATER LEVEL OF THE 100-YEAR, 10-DAY RUNOFF EVENT OR THE BACK-TO-BACK 100-YEAR, 24 HOUR RAINFALL EVENT (NRCS MSE3 RAINFALL DISTRIBUTION), WHICHEVER IS HIGHER. AERIAL PHOTOS, VEGETATION, SOILS, AND TOPOGRAPHY WILL BE USED TO DERIVE A “NORMAL” STARTING WATER ELEVATION FOR THE BASIN. 14.SEE GRADING PROFILES SHEET FOR ADDITIONAL GRADING DETAILS ON ALL ROADWAYS. 15.SEE POND PROFILE AND DETAIL SHEETS FOR ADDITIONAL POND CROSS SECTIONS AND DESIGN DETAIL. 16.SEE TREE PRESERVATION PLAN SHEETS FOR TREE REMOVAL AND TREE PRESERVATION DETAILS. 17.FOUNTAIN HILLS DRIVE TO BE CONSTRUCTED OVER REMOVED WETLAND. CONTRACTOR TO EXCAVATE ANY UNSUITABLE MATERIAL IN THE ROADWAY AND REPLACE WITH SUITABLE SUBGRADE. UNSUITABLE MATERIAL TO BE DISTRIBUTED OVER NON STRUCTURAL AREAS ON SITE. RETAINING WALL NOTES: 1.ALL RETAINING WALLS SHALL BE ROUGH GRADED AT A 2:1 SLOPE WITH BASE OF SLOPE AT PROPOSED WALL FACE. 2.THE RETAINING WALL SLOPE AREAS ARE TO BE MAINTAINED UNTIL RETAINING WALL CONSTRUCTION OCCURS. ANY EROSION SHALL BE REMEDIED AND RESTORED. 3.BUILDING PERMITS ARE REQUIRED FOR ALL RETAINING WALLS 4 FEET IN HEIGHT OR GREATER AND THE WALLS SHALL BE DESIGNED BY A STRUCTURAL ENGINEER WITH DESIGN REVIEWED AND APPROVED BY THE CITY PRIOR TO INSTALLATION. ANY QUESTIONS REGARDING THE BUILDING PERMITS SHALL BE DIRECTED TO THE CITY BUILDING INSPECTOR. 4.INSTALL SAFETY FENCE OR FALL PROTECTION ATOP ALL WALLS 4' TALL OR GREATER. 5.RETAINING WALL CONTRACTOR AND/OR RETAINING WALL STRUCTURAL ENGINEER ARE RESPONSIBLE TO REVIEW CIVIL SITE ENGINEERING DRAWINGS. ANY OBSERVED CONCERNS WITH CIVIL SITE ENGINEERING DESIGN ELEMENTS RELATED TO RETAINING WALLS THAT REQUIRE MODIFICATIONS TO THE CIVIL SITE DESIGN IS THEIR RESPONSIBILITY TO COORDINATE WITH PROJECT OWNER AND CIVIL SITE ENGINEER. IF NO COORDINATION IS REQUESTED IT SHALL BE UNDERSTOOD THAT ALL CONDITIONS WITHIN THE CIVIL SITE DESIGN AND PLANS ARE ACCEPTABLE AND ABLE TO BE PROVIDED FOR IN THE RETAINING WALL DESIGN AND CONSTRUCTION. 6.RETAINING WALLS ARE TO BE FINAL DESIGNED AND PERMITTED BY OTHERS. 7.RETAINING WALLS DEPICTED ON ALLIANT GRADING PLAN AS MODULAR BLOCK RETAINING WALLS. GRADING LEGEND: ST-6 ST-9 ST-10 S U R R E Y L A N E N E E Y L A N E N E S U R R E Y L A N E N E 1 2 3 4 3 2 1 5 B L O C K 2 B L O C K 1 BLOCK 3 6 5 3 2 1 4 OUTLOT C OUTLOT D OUTLOT D OUTLOT D COACHMAN LANE NE L E O L A N E G G G G > > > > > > | | | | | | | | | | | | | | | | | | | | | | | | | | | F O F O F O F O F O F O FO FO FO F O FO FO FO F O FO FO F O FO F O F O F O FO FO FO FO FO FO X X X X >> > > > > > > > > >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> G G G G G G G G G G G G G G G G G G G G G G G G G E E E E E E E E E E E E E E E E E E E E E E E E E E E E E X X X X X X | >> >> >> >> |>> >> >> >> >> P I K E L A K E T R A I L N E ( P U B L I C ) Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ G R A D I N G . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 6 : 2 5 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 21 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Gr a d i n g & D r a i n a g e P l a n - V i e w A 2220189-00 21 ST-9 ST-10 ST-12 ST-13 S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 6 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT D OL A CO A C H M A N L A N E N E MICHA E L W A Y LE O L A N E JACOB DRIVE MI C H A E L W A Y | | | | | | | F O F O F O F O FO F O FO FO FO X > > > > > > > > >> >> >> G G G G G E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E > > > > >> >> >> >> >>>> > > >> >>>>>> > > X XX X X X X X X X X X X X X X X | | | |||||| | | | SU R R E Y L A N E N E CO A C H M A N L A N E CARRIAG E H I L L S P W K Y (PUBLIC ) Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ G R A D I N G . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 6 : 3 0 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 22 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Gr a d i n g & D r a i n a g e P l a n - V i e w B 2220189-00 22 ST-8 ST-11 ST-14 ST-15 CA R R I A G E L A N E N E BLOCK 3 678 5 34 BLOCK 4 4 3 2 1 234BLOCK 5 OL A OUTLOT C OUTLOT C OUTLOT C OL A SU M M I T L A N E MICHAEL WAY MICHAEL WAY JACOB DRIVE BERN A R D L A N E BERNAR D L A N E JACOB DRIVE E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E >> > > > > >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> > > > > >> >> >> >> >> >> >>>> G G G G G G G G G G G G G G G G G G G >> >> >> >> >> >> >> >> WL WL WL WL WL WL WL WL WL WL WL WL W L W L WL WL W L W L W L WL WL | | | | | C. R . 2 1 (E A G L E C R E E K A V E N E ) (P U B L I C ) CA R R I A G E LA N E N E CARRIAG E H I L L S P W K Y (PUBLIC ) Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ G R A D I N G . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 6 : 3 6 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 23 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Gr a d i n g & D r a i n a g e P l a n - V i e w C 2220189-00 23 ST-4 ST-5 ST-7 ST-8 FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E OUTLOT C OUTLOT D OUTLOT D B E R N A R D L A N E COACHMAN LANE NE OU OU X X X X X X X X X X X X X X X X X X X X X X X X X X >> >> >>>> >> >> >> >> >> >> >> >> >> >> >> >> >> >> G G G G G G G G G G G G G G G G G G G G G G G G G G G >>>> X X X X X X WL W L W L W L WL WL WL W L WL WL WL WL WL W L W L WL WL WL WL WL WL WL WL WL WL WL WL WL WL WL WL W L WL WLWL W L | | WL4 WL WLWLWLWLWLWLWL WL1 WL WL WL WL WL WL WL OUTLOT D G G G G G G G G X X X X X X X X X | | | | | | | >> >> >> FOU N T A I N H I L L S D R N E (PUB L I C ) Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ G R A D I N G . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 6 : 4 5 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 24 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Gr a d i n g & D r a i n a g e P l a n - V i e w D 2220189-00 24INSET A SEE INSET A THIS SHEET Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ G R A D I N G . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 6 : 4 6 P M www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 25 79 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Gr a d i n g D e t a i l s 2220189-00 25Know what's below. Call before you dig. R Dial 811 TOWNHOME HOLD DOWN DETAILS SINGLE FAMILY HOME HOLD DOWN DETAILS LOOKOUT PAD WALKOUT PAD FULL BASEMENT PAD SLAB ON GRADE SUBGRADE CORRECTION (TYP.) TWINHOME HOLD DOWN DETAILS WALKOUT PAD SLAB ON GRADE WALKOUT PAD PLAN VIEW: FULL BASEMENT/SLAB Fountain Hills Drive NE PROFILE C/ L E A G L E C R E E K A V E N E ST A : 0 + 1 2 . 7 0 C/ L S U R R E Y L A N E N E ST A : 1 1 + 7 8 . 2 8 (S T A : 1 8 + 2 5 . 7 5 ) C/ L M A T C H E X I S T I N G ST A : 1 5 + 9 9 . 1 8 MATCH EXISTING PAVEMENT MATCH EXISTING PAVEMENT PROPOSED GROUND PROPOSED GROUND EXISTING GROUND EXISTING GROUND Surrey Lane NE PROFILE C/ L C A R R I A G E H I L L S P W K Y ST A : 0 + 0 0 . 0 0 C/ L F O U N T A I N H I L L S DR I V E N E ST A : 1 8 + 2 5 . 7 5 (S T A : 1 1 + 7 8 . 2 8 ) C/ L M I C H A E L W A Y ST A : 4 + 4 4 . 9 5 (S T A : 0 + 0 0 . 0 0 ) C/ L C O A C H M A N L A N E N E ST A : 1 3 + 0 2 . 0 5 (S T A : 0 + 0 0 . 0 0 ) C/ L C O A C H M A N L A N E N E (S T A : 2 2 + 9 6 . 7 2 ) PROPOSED GROUND PROPOSED GROUND EXISTING GROUND EXISTING GROUND 1. 5 ' Coachman Lane NE PROFILE C/ L C O A C H M A N LA N E N E ST A : 1 3 + 0 2 . 0 5 (S T A : 0 + 0 0 . 0 0 ) C/ L C O A C H M A N LA N E N E (S T A : 2 2 + 6 9 . 3 6 ) C/ L L E O L A N E ST A : 2 0 + 3 5 . 6 2 (S T A : 0 + 0 0 . 0 0 ) C/ L CA R R I A G E HI L L S P W K Y ST A : 0 + 0 0 . 0 0 MATCH EXISTING PAVEMENT PROPOSED GROUND PROPOSED GROUND EXISTING GROUND EXISTING GROUND Carriage Lane NE PROFILE C/ L C A R R I A G E H I L L S P W K Y ST A : 0 + 0 0 . 0 0 C/ L M I C H A E L W A Y ST A : 2 + 4 9 . 0 9 (S T A : 1 8 + 1 0 . 3 6 ) PROPOSED GROUND EXISTING GROUND Road C PROFILE C/ L L E O L A N E ST A : 2 + 0 5 . 0 0 (S T A : 7 + 8 0 . 0 5 ) C/ L S U R R E Y L A N E N E ST A : 0 + 0 0 . 0 0 (S T A : 4 + 4 4 . 9 5 ) PROPOSED GROUND EXISTING GROUND Road A PROFILE C/ L C A R R I A G E H I L L S P W K Y ST A : 0 + 0 0 . 0 0 C/ L M I C H A E L W A Y ST A : 2 + 1 5 . 0 0 (S T A : 1 2 + 8 1 . 1 1 ) PROPOSED GROUND EXISTING GROUND Surrey Lane Trail Profile PROFILE PROPOSED GROUND EXISTING GROUND Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ P R O F I L E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 7 : 2 5 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 50 100 200 26 79 26 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Gr a d i n g P r o f i l e s 2220189-00 FOUNTAIN HILLS DRIVE SURREY LANE NE COACHMAN LANE NE CARRIAGE LANE NE SUMMIT LANE MICHAEL WAY SURREY LANE NE TRAIL STA:13+19.47 - 18+02.20 Road D PROFILE C/ L C O A C H M A N LA N E N E ST A : 0 + 0 0 . 0 0 (S T A : 2 0 . 3 5 . 6 2 ) C/ L M I C H A E L W A Y ST A : 7 + 8 0 . 0 5 (S T A : 2 + 0 5 . 0 0 ) C/ L L E O L A N E CU L - D E - S A C ST A : 1 2 + 3 5 . 2 0 PROPOSED GROUND PROPOSED GROUND EXISTING GROUND EXISTING GROUND Road B PROFILE C/ L S U R R E Y L A N E N E ST A : 0 + 0 0 . 0 0 (S T A : 4 + 4 4 . 9 5 ) C/ L M I C H A E L W A Y CU L - D E - S A C ST A : 1 7 + 0 3 . 6 1 C/ L S U M M I T L A N E ST A : 1 2 + 8 1 . 1 1 (S T A : 2 + 1 5 . 0 0 ) C/ L C A R R I A G E L A N E N E ST A : 1 8 + 1 0 . 3 6 (S T A : 2 + 4 9 . 0 9 ) C/ L J A C O B D R I V E ST A : 1 + 5 4 . 0 5 (S T A : 7 + 0 9 . 4 6 ) PROPOSED GROUND PROPOSED GROUND EXISTING GROUND EXISTING GROUND Road E PROFILE C/ L B E R N A R D L A N E ST A : 0 + 0 0 . 0 0 (S T A : 3 + 6 0 . 3 6 ) C/ L M I C H A E L W A Y ST A : 7 + 0 9 . 4 6 (S T A : 1 + 5 4 . 0 5 ) PROPOSED GROUND EXISTING GROUND Road F PROFILE C/ L B E R N A R D L A N E CU L - D E - S A C ST A : 0 + 6 0 . 0 0 C/ L B E R N A R D L A N E CU L - D E - S A C ST A : 1 3 + 9 6 . 9 3 C/ L J A C O B D R I V E ST A : 3 + 5 7 . 1 2 (S T A : 0 + 0 0 . 0 0 ) C/ L C O A C H M A N L A N E N E ST A : 1 1 + 8 1 . 6 2 (S T A : 2 + 6 6 . 0 0 ) C/ L B E R N A R D L A N E BA C K O F C U R B / E O F ST A : 1 4 . 4 3 . 9 3 PROPOSED GROUND EXISTING GROUND Road G PROFILE C/ L S U R R E Y L A N E N E ST A : 0 + 0 0 . 0 0 (S T A : 1 3 + 0 2 . 0 5 ) C/ L B E R N A R D L A N E ST A : 2 + 6 6 . 0 0 (S T A : 1 1 + 8 4 . 8 6 ) PROPOSED GROUND EXISTING GROUND 3. 6 8 ' Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ P R O F I L E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 7 : 3 5 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 50 100 200 27 79 27 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Gr a d i n g P r o f i l e s 2220189-00 LEO LANE MICHAEL WAY JACOB DRIVE BERNARD LANE COACHMEN LANE NE S T - 7 ST-8 ST-15 A A' WETLAND 4 NWL:871 HWL:874.83 Pond 1 PROFILE Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ P O N D D E T A I L S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 8 : 2 5 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 28 79 28 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Po n d D e t a i l s 2220189-00 28 OCS 1201A NOT TO SCALE A-A' WL4 C O A C H M A N L A N E N E BER N A R D L A N E WL4 LEGEND: POND 1 EOF CROSS SECTION NOT TO SCALE BMP DETAILS NOTES:OCS 1201 NOT TO SCALE M I C H A E L W A Y Biofiltration 1 PROFILE ST - 9 1 2 3 19 4 9 3 2 1 5 6 B L O C K 2 BLOC K 2 BLOC K 1 OU T L O T D OU T L O T D M I C H A E L W A Y B B ' C C' COACHM A N L A N E N E LEO L A N E SUR R E Y L A N E N E Biofiltration 2 PROFILE Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ P O N D D E T A I L S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 1 5 , 2 0 2 6 a t 7: 5 4 : 0 8 A M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 29 79 29 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Po n d D e t a i l s 2220189-00 29 OCS 374 NOT TO SCALE LEGEND: B-B' BIOFILTRATION 1 EOF CROSS SECTION NOT TO SCALE FILTER SECTION NOT TO SCALE BIOFILTRATION 2 EOF CROSS SECTION NOT TO SCALE C-C' OCS 1701 NOT TO SCALE G G' Pond 2 PROFILE Biofiltration 3 PROFILE E E' Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ P O N D D E T A I L S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 8 : 4 4 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 30 79 30 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Po n d D e t a i l s 2220189-00 30 LEGEND: G-G' POND 2 EOF CROSS SECTION NOT TO SCALE CO A C H M A N L A N E N E E-E' BIOFILTRATION 3 EOF CROSS SECTION NOT TO SCALE FOUNTAIN HILLS DRIVE NE WL4 BMP DETAILS NOTES: FILTER SECTION NOT TO SCALE OCS 1601 NOT TO SCALE OCS 1401 NOT TO SCALENOT TO SCALE CA R R I A G E L A N E N E FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT C OUTLOT C OUTLOT C OUTLOT D OUTLOT D OUTLOT D OUTLOT D OL A COACHMAN LANE NE CO A C H M A N L A N E N E SU M M I T L A N E MICHAEL WAY MICHAEL WAY MICHA E L W A Y L E O L A N E LE O L A N E JACOB DRIVE BERN A R D L A N E B E R N A R D L A N E COACHMAN LANE NE MI C H A E L W A Y JACOB DRIVE WL4 WL1 WL1 ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~~DND~ ~DND~ ~DND~~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ E R O S I O N C O N T R O L . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 9 : 1 9 P M Know what's below. Call before you dig. R Dial 811 Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 31 79 0 SCALE IN FEET 60 120 240 N NATHAN BRIESE, CITY OF PRIOR LAKE 952-292-6867 NBRIESE@PRIORLAKEMN.GOV EMMA WARRAS, PLSLWD 952-492-5428 EWARRAS@SCOTTSWCD.ORG INSPECTOR: EROSION CONTROL DESIGNER: INSTALLER: TBD: MPCA CERTIFIED SWPPP INSTALLER RESPONSIBLE PARTY: SILT FENCE - PRE CONSTRUCTION 14,465 LF SILT FENCE - POST CONSTRUCTION 4,622 LF DEWATERING TRENCH 1,776 LF INLET PROTECTION 82 EA EROSION CONTROL BLANKET 13,610 LF ROCK CONTRUCTION ENTERANCE 2 EA ROCK DRIVEWAY 3,666 SY (PER VERTICAL EROSION PLAN) CURBSIDE PERIMETER SEDIMENT CONTROL 2,344 LF (PER VERTICAL EROSION PLAN) DISTURBED AREA: 72.9 AC TEMPORARY SEDIMENTATION BASIN W/FAIRCLOTH SKIMMER 6 EA SWPPP BMP QUANTITIES (PER PLAN): PULTE GROUP TYLER STRICHERZ ALLIANT ENGINEERING INC. ACTIVE SWPPP LEGEND CONSTRUCTION SEQUENCE APR MAY JUN JUL AUG SEP OCT NOV DEC JAN FEB MAR APR MULCH BERM FIBER ROLLS / MULCH SOCKS SILT FENCE TEMPORARY MULCH COVER TEMPORARY HYDROMULCH EROSION CONTROL BLANKET ROCK DRIVEWAY / ROCK PADS INLET PROTECTION DEVICES PAVEMENT (DRIVEWAY/ROADS) SOD STOCKPILES NOTE: CONTRACTOR, GENERAL CONTRACTOR OR SWPPP INSPECTOR TO COMPLETE TABLE AS GRADING PROGRESSES THE MASS GRADING CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ALL EROSION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICES (BMPS) AS SHOWN IN THE SWPPP. THE BMPS ARE TO BE INSTALLED AT A MINIMUM AS SHOWN IN THE PLAN, IF CONDITIONS ARISE, ADDITIONAL BMP SUPPLEMENTATION TO PREVENT SITE EROSION OR SEDIMENT TRANSPORT MAY BE NECESSARY. THE MASS GRADING CONTRACTOR IS RESPONSIBLE FOR ALL BMPS REQUIRED TO COMPLETE THE MASS GRADING ACTIVITIES. THE MASS GRADING CONTRACTOR IS RESPONSIBLE FOR FINAL SITE STABILIZATION. UTILITY CONTRACTOR INSTALLING UTLITIES MUST MAINTAIN ALL BMPS IN PLACE. STREET CONTRACTOR INSTALLING STREETS MUST MAINTAIN ALL BMPS IN PLACE. AT THE COMPLETION OF PROJECT WORK AND SATISFACTORY SITE SOIL STABILIZATION A NOTICE OF TERMINATION (NOT) SHALL BE FILED ON MPCA WEBSITE. A NOTICE OF TERMINATION WILL CLOSE OUT THE PERMIT. NOTE TO CONTRACTOR: NOTE: 1.SEE SHEET 37 FOR ALL EROSION AND SEDIMENT CONTROL NOTES AND DETAILS. 2.SEDIMENT CONTROL BMPS SHALL BE INSTALLED BY THE CONTRACTOR AND INSPECTED BY THE CITY OF PRIOR LAKE BEFORE ANY LAND DISTURBING ACTIVITIES CAN OCCUR. 3.EROSION CONTROL BLANKET MUST BE NATURAL NETTING THAT DOES NOT CONTAIN PLASTIC MESH NETTING OR OTHER PLASTIC COMPONENTS. A.ALL EXPOSED SOIL AREAS MUST BE STABILIZED AS SOON AS POSSIBLE TO LIMIT SOIL EROSION BUT IN NO CASE LATER THAN SEVEN (7) DAYS AFTER CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARY OR PERMANENTLY CEASED. B.TEMPORARY SEDIMENT BASIN REQUIREMENTS DESCRIBED IN PART III, B.1.5 MUST BE USED FOR COMMON DRAINAGE LOCATIONS THAT SERVE AN AREA WITH FIVE (5) OF MORE ACRES AT A TIME. DURING CONSTRUCTION: IMPAIRED WATER REQUIREMENT Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 31 LEGEND: DND SITE IMPERVIOUS DATA PRE-CONSTRUCTION ACRES OF IMPERVIOUS:0.1 AC POST-CONSTRUCTION ACRES OF IMPERVIOUS:29.9 AC TOTAL NEW IMPERVIOUS SURFACE ACRES:29.8 AC Vi e r l i n g R i d g e Er o s i o n & S e d i m e n t C o n t r o l P l a n - O v e r v i e w Pr i o r L a k e , MN VICINITY MAP NOT TO SCALE 1 MILE WATERS WITHIN 1 MILE OF SITE: LOWER PIKE LAKE LOWER PRIOR LAKE JEFFERS POND JEFFERS FISH POND LAKE THIELEN HASS LAKE EPA IMPAIRMENT FOR NUTRIENTS EPA IMPAIRMENT FOR BIOASSESSMENTS UNIMPAIRED UNIMPAIRED UNIMPAIRED UNIMPAIRED PARTIES S U R R E Y L A N E N E E Y L A N E N E S U R R E Y L A N E N E 1 2 3 4 3 2 1 5 B L O C K 2 B L O C K 1 BLOCK 3 6 5 3 2 1 4 OUTLOT C OUTLOT D OUTLOT D OUTLOT D COACHMAN LANE NE L E O L A N E P I K E L A K E T R A I L N E ( P U B L I C ) ~DND~~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ E R O S I O N C O N T R O L . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 9 : 2 2 P M Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 32 79 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 2220189-00 320 SCALE IN FEET 25 50 100 N Know what's below. Call before you dig. R Dial 811 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Er o s i o n & S e d i m e n t C o n t r o l P l a n - V i e w A Pr i o r L a k e , MN S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 6 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT D OL A CO A C H M A N L A N E N E MICHA E L W A Y LE O L A N E JACOB DRIVE MI C H A E L W A Y SU R R E Y L A N E N E CO A C H M A N L A N E CARRIAG E H I L L S P W K Y (PUBLIC ) ~DND~ ~DND~ ~DND~ ~DND~ DND DND www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ E R O S I O N C O N T R O L . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 9 : 2 4 P M Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 33 79 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 2220189-00 33 0 SCALE IN FEET 25 50 100 N Know what's below. Call before you dig. R Dial 811 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Er o s i o n & S e d i m e n t C o n t r o l P l a n - V i e w B Pr i o r L a k e , MN CA R R I A G E L A N E N E BLOCK 3 678 5 34 BLOCK 4 4 3 2 1 234BLOCK 5 OL A OUTLOT C OUTLOT C OUTLOT C OL A SU M M I T L A N E MICHAEL WAY MICHAEL WAY JACOB DRIVE BERN A R D L A N E BERNAR D L A N E JACOB DRIVE C. R . 2 1 (E A G L E C R E E K A V E N E ) (P U B L I C ) CA R R I A G E LA N E N E CARRIAG E H I L L S P W K Y (PUBLIC ) ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ E R O S I O N C O N T R O L . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 9 : 2 6 P M Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 34 79 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 2220189-00 34 0 SCALE IN FEET 25 50 100 N Know what's below. Call before you dig. R Dial 811 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Er o s i o n & S e d i m e n t C o n t r o l P l a n - V i e w C Pr i o r L a k e , MN FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E OUTLOT C OUTLOT D OUTLOT D B E R N A R D L A N E COACHMAN LANE NE WL4 WL1 ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ ~DND~ www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ E R O S I O N C O N T R O L . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 9 : 2 8 P M Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 35 79 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 2220189-00 35 0 SCALE IN FEET 25 50 100 N Know what's below. Call before you dig. R Dial 811 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Er o s i o n & S e d i m e n t C o n t r o l P l a n - V i e w D Pr i o r L a k e , MN S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT C OUTLOT D OL A MICHAEL WAY MICHA E L W A Y L E O L A N E LE O L A N E JACOB DRIVE B E R N A R D L A N E MI C H A E L W A Y JACOB DRIVE ~DND~ ~DND~ www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ E R O S I O N C O N T R O L . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 9 : 3 0 P M Know what's below. Call before you dig. R Dial 811 Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 36 79 0 SCALE IN FEET 25 50 100 N ROCK DRIVEWAY 3,666 SY CURBSIDE PERIMETER SEDIMENT CONTROL 2,344 LF SWPPP BMP QUANTITIES Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 36 LEGEND: Vi e r l i n g R i d g e Ve r t i c a l E r o s i o n A n d S e d i m e n t C o n t r o l P l a n Pr i o r L a k e , MN STANDARD SHEET NO. STANDARD APPROVED: TITLE: SEPTEMBER 27, 2006 TEMPORARY SEDIMENT CONTROL5-297.405 ( 2 of 4 ) 2 3 SECTION A-A SEDIMENT MAT MAXIMUM FLOW VELOCITY: 5 FT./SEC. MAXIMUM FLOW DEPTH: 2 FT. FLOW D = 2 FT. DESIGN GUIDELINES: STREAM BED TYPICAL STREAM BED INSTALLATION < ROADWAYCONSTRUCT TEMPORARY BERM INLET APRON INSTALLED IN TEMPORARY BERM STORM FREQUENCY: 2 YEAR - 24 HOUR VAR., 1:6 DESIRABLE DESIGN GUIDELINES: ROCK CONSTRUCTION ENTRANCE RADIUS AS REQUIRED PUBLIC ROAD AS REQUIRED ENTRANCE WIDTH 1 MIN. FLOW DO NOT CONSTRUCT DITCH GROUND LINE BA C K S L O P E DIVERSION MOUND CONSTRUCT DIVERSION MOUND FROM MATERIAL OBTAINED FROM ROADWAY CUT NOTES: 1 SEE SPECS. 2573, 3892, & 3894. 4 5 PLACE A CATEGORY 3 EROSION CONTROL BLANKET, 6 FT. WIDE MINIMUM, OVER THE BALE INSTEAD OF TRENCHING. EMBEDMENT METHOD BLANKET METHOD 4" BALE BARRIER DETAIL FLOW 4 5 CRITICAL RESOURCE (WETLAND ETC.) CONSTRUCTION AREA BALE BARRIERS BALES PLACED ON EDGE, BUTTED TIGHT TWINE OR WIRE TO BE USED FOR CRITICAL PERIMETER CONTROL AREAS 4 APPROX. BALE SIZE: 14" X 18" X 36" LONG 50 ' M I N . MAXIMUM DRAINAGE AREA: 3 ACRES WIRE PIPE TO TWO 2" X 2" WOOD STAKES EMBEDDED 10" MIN. IN THE GROUND 10" DIA. FLEXIBLE PLASTIC DRAINAGE PIPE 18" MIN. 24" 6" STAPLES AT 1'-0 C. 6" MIN. DEPTH OF 1" TO 2" CRUSHED ROCK 20' MIN. 8'-0" MAX . SEDIMENT MATS EDGE OF STREAM PLAN VIEW EXCAVATION AREA EXCAVATION AREA EDGE OF STREAM A STORM FREQUENCY: 10 YEAR - 24 HOUR DESIGN GUIDELINES: MAXIMUM DRAINAGE AREA: 5 ACRES MAXIMUM DIVERSION: GRADE 5% L = 2W W PLAN SECTION B-B 1% MIN. REVERSE GRADIENT FLOW D 2 3 SEDIMENT TRAP DETAIL B < DRAINAGE WAY INSTREAM DISTURBANCE INSTREAM DISTURBANCE 5' - 0'' 6'-0" 4' MIN. DOWNSTREAM COVERAGE OF SEDIMENT MATS FOR EACH FT./SEC. OF WATER VELOCITY TWO 2 IN. X 2 IN. WOOD STAKES OR REINFORCING BARS IN EACH BALE EMBEDDED 10 INCHES MINIMUM IN THE GROUND. STAKE AT 4' INTERVALS 6" MIN. OVERLAP 2' 2' 18" MIN. DEPTH TEMPORARY DOWN DRAIN ON FILL SLOPE PROVIDE RIPRAP AT OUTLET W = 10 FT. MIN., 20 FT. MAX. STREAM FLOW 6 5 6 THIS DETAIL MAY NOT BE ACCEPTABLE FOR WORK ON PUBLIC WATERS, SEE GENERAL PUBLIC WATERS PERMIT (GP) 2004-0001. A ROCKS AT ENTRANCE CLEAN WORKSITE MUD OFF OF TRUCK TIRES BEFORE TRUCKS ENTER MAIN ROAD. KEEPING MUD OFF THE ROAD WILL PREVENT AUTO DAMAGE AND KEEP CONSTRUCTION SEDIMENT OUT OF DRAINAGE SYSTEMS AND WETLANDS. GEOTEXTILE MAY BE PLACED UNDER THE ROCK TO KEEP ROCKS SEPARATE FROM SOIL. B 7 LOCATION OF DOWNSTREAM TEMPORARY SEDIMENT CONTROL DEVICE. 7 MISCELLANEOUS DETAILS SHEET NO. ___ OF ____ SHEETS(TH ____)STATE PROJ. NO. ________ ROCK CONSTRUCTION ENTRANCE WASHED ROCK OR WOOD/MULCH PER SPECIFICATIONS 18" MINIMUM CUT OFF BERM TO MINIMIZE RUNOFF FROM SITE NOTES: 1. MnDOT 3733 TYPE 4 FILTER FABRIC SHALL BE PLACED UNDER ROCK OR MULCH TO STOP MUD MIGRATION THROUGH MATERIAL. 2. FUGITIVE ROCK OR MULCH WILL BE REMOVED FROM ADJACENT ROADWAYS DAILY OR MORE FREQUENTLY AS NECESSARY. 3.CONSTRUCTION ENTRANCE MUST BE CONSTRUCTED PRIOR TO THE COMMENCEMENT OF GRADING OPERATIONS ON THE SITE. 4.THE ENTRANCE MUST BE MAINTAINED IN PROPER CONDITION TO PREVENT TRACKING OF MUD OFF THE SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH ADDITIONAL ROCK, WOOD/MULCH, OR REMOVAL AND REINSTALLATION OF THE PAD. 5.THIS ENTRANCE WILL BE USED BY ALL VEHICLES ENTERING OR LEAVING THE PROJECT. 6.THE CONSTRUCTION ENTRANCE WILL BE REMOVED PRIOR TO THE PLACEMENT OF BITUMINOUS SURFACING. PUBLI C R O A D 50 ' M I N I M U M L E N G T H ROCK-6" MINIMUM DEPTH WOOD/MULCH- 12" MINIMUM DEPTH 20' MI N I M U M W I D T H NOTE: ALL SLOPES WITH A GRADE EQUAL TO OR STEEPER THAN 3:1 REQUIRE SLOPE TRACKING. SLOPES WITH A GRADE MORE GRADUAL THAN 3:1 REQUIRE SLOPE TRACKING IF THE STABILIZATION METHOD IS EROSION CONTROL BLANKET OR HYDROMULCH. UNDISTURBED VEGETATION TRACKED EQUIPMENT TREADS CREATE GROOVES PERPENDICULAR TO SLOPE DIRECTION. SLOPE SLOPE TRACKINGEROSION CONTROL BLANKET INSTALLATION OVERLAP LONGITUDINAL JOINTS MINIMUM OF 6" OVERLAP END JOINTS MINIMUM OF 6" AND STAPLE OVERLAP AT 1.5' INTERVALS. ANCHOR TRENCH (SEE DETAIL AND NOTES BELOW) ANCHOR TRENCH 1. DIG 6" X 6" TRENCH 2. LAY BLANKET IN TRENCH 3. STAPLE AT 1.5' INTERVALS 4. BACKFILL WITH NATURAL SOIL AND COMPACT 5. BLANKET LENGTH SHALL NOT EXCEED 100' WITHOUT AN ANCHOR TRENCH 6" 6" 1' TO 3' DI R E C T I O N O F SU R F A C E F L O W NOTE: SLOPE SURFACE SHALL BE FREE OF ROCKS, SOIL CLUMPS, STICKS, VEHICLE IMPRINTS, AND GRASS. BLANKETS SHALL HAVE GOOD SOIL CONTACT. STAPLE PATTERN/DENSITY SHALL FOLLOW MANUFACTURERS SPECIFICATIONS STANDARD SHEET NO. STANDARD APPROVED: TITLE: TEMPORARY SEDIMENT CONTROL SILT FENCE 5-297.408 (1 OF 2) SEPTEMBER 27, 2006 TOE OF SLOPE FUTURE BRIDGE ROADWAY SHOULDER VA R I A B L E 1:2 T Y P . BRIDGE END SLOPE BRIDGE FILL WATER COURSE FLOW VELOCITY: STAGNANT CONTRIBUTING SLOPE AREA: 1/2 ACRE EMBANKMENT TOE OF SLOPE FUTURE BRIDGE ROADWAY SHOULDER VA R I A B L E 1:2 T Y P . BRIDGE END SLOPE BRIDGE FILL EMBANKMENT SILT FENCE TO MEET SAND BAG BARRIER WATER COURSE FLOW VELOCITY: 1 TO 7 FT./SEC. CONTRIBUTING SLOPE AREA: 1 ACRE SILT FENCE WRAPPED AROUND TOE OF EMBANKMENT TOE OF SLOPE FUTURE BRIDGE ROADWAY SHOULDER VA R I A B L E 1:2 T Y P . EMBANKMENT WATER COURSE FLOW VELOCITY: 8 TO 15 FT./SEC. EMBANKMENT OR WORK ROAD FILL CONTRIBUTING SLOPE AREA: 3 ACRES TEMPORARY SHEETING ADJACENT TO WATER COURSE. EXTEND 10 FT. BACK FROM TOE OF END SLOPE. EMBANKMENT OR WORK ROAD END SLOPE SILT FENCE TO MEET SHEETING SAND BAG BARRIER 3 FT. HIGH ADJACENT TO WATER COURSE. EXTEND 50 FT. BACK FROM TOE OF END SLOPE. DESIGN GUIDELINES: DESIGN GUIDELINES: DESIGN GUIDELINES: SILT FENCE AT BRIDGE EMBANKMENT ADJACENT TO WATER < ROADWAY LOCATION OF SILT FENCE AT TOE OF ROADWAY EMBANKMENT FABRIC ANCHORAGE TRENCH. BACKFILL WITH TAMPED NATURAL SOIL. SEE OPTIONAL METHOD IN INSET. 5 FT. MIN. LENGTH POST AT 6 FT. MAX. SPACING GEOTEXTILE FABRIC, 36'' WIDE PLASTIC ZIP TIES ( 50 LB. TENSILE ) LOCATED IN TOP 8'' FLOWFLOW 6'' MIN. 6'' MIN. SILT FENCE, HEAVY DUTY TIRE COMPACTION ZONE 5 FT. MIN. LENGTH POST AT 6 FT. MAX. SPACING GEOTEXTILE FABRIC, 36'' WIDE FLOW MACHINE SLICE 8'' - 12'' DEPTH PLASTIC ZIP TIES ( 50 LB. TENSILE ) LOCATED IN TOP 8'' FLOW SILT FENCE, MACHINE SLICED 6'' MIN. FABRIC ANCHORAGE TRENCH. BACKFILL WITH TAMPED NATURAL SOIL STAPLES 5 FT. MIN. LENGTH POST AT 6 FT. MAX. SPACING GEOTEXTILE FABRIC, 36'' WIDE MI N . 6' ' FLOW 18 ' ' M I N . P O S T EM B E D M E N T SILT FENCE, PREASSEMBLED SEE SPECS. 2573, 3149 & 3886. SILT FENCE NEAR TOE OF SLOPE AND OUTSIDE OF CONSTRUCTION LIMITS MAXIMUM CONTRIBUTING AREA: 1 ACRE. TO PROTECT AREAS FROM SHEET FLOW. DESIGN GUIDELINES: MAXIMUM CONTRIBUTING AREA: 1 ACRE. TO PROTECT AREAS FROM SHEET FLOW. DESIGN GUIDELINES: MAXIMUM CONTRIBUTING AREA: 1 ACRE. TO PROTECT AREAS FROM SHEET FLOW. DESIGN GUIDELINES: (HAND INSTALLED) VARIABLE 1:6 TYPIC A L SILT FENCE DISTRURBED SOIL, WORK AREA DRAINS TO STREAM CONSTRUCTION LIMITS 25' MIN. WITH 10-20% SLOPE GRADE CONSTRUCTION LIMITS MINIMUM POSSIBLE TURNING RADIUS = 10' (MAY BE LARGER WITH LARGER EQUIPMENT) SILT FENCE SILT FENCE, J-HOOK INSTALLATION 9 0 0 91 0 9 2 0 STREAM BANK OR TOE OF SLOPE STREAM BANK OR TOE OF SLOPE PLAN VIEW SIDE VIEW 2' 0 ' ' M I N . P O S T EM B E D M E N T EM B E D M E N T 2' 0 ' ' M I N . P O S T FLOW 1 NOTES: COARSE FILTER AGGREGATE (SPEC. 3149) SHALL BE INCIDENTAL. COARSE FILTER AGGREGATE GEOTEXTILE FABRIC, 36'' WIDE 12" 12" 1 OPTIONAL METHOD FOR SILT FENCE, HEAVY DUTY GEOTEXTILE FABRIC SHEET NO. ___ OF ____ SHEETS(TH ____)STATE PROJ. NO. ________ STANDARD SHEET NO. STANDARD APPROVED: TITLE: TEMPORARY SEDIMENT CONTROL STANDARD SHEET NO.TITLE:STANDARD SHEET NO.TITLE: 297.405 (4 OF 4) STORM DRAIN INLET PROTECTION TYPE 9 MULCH CATCH BASIN/ MANHOLE FLANGES FLAP POCKET FRONT, BACK, AND BOTTOM TO BE MADE FROM SINGLE PIECE OF FABRIC. INLET SPECIFICATIONS AS PER THE PLAN DIMENSION LENGTH AND WIDTH TO MATCH NOTES: MINIMUM DOUBLE STITCHED SEAMS ALL AROUND SIDE PIECES AND ON FLAP POCKETS TYPE 9 MULCH 1 1 3 SPACING (CAN BE INSTALLED IN ANY INLET TYPE WITH OR WITHOUT A CURB BOX) 1:21:2 DROP INLET WITH GRATE TU B E R I S E R FI L T E R S O C K 2' - 0 " 2 1/2" D=2" TUBE RISER 14.7 5 " R 36" GEOTEXTILE 5' MIN. LENGTH POST 8" DIA. 2" 2" 6" 6" DIAMETER 8" 12" 4" 2" ADJUST LEVEL OF FILTER SOCK TO BE BELOW ROAD SURFACE ELEV. 2.5' MAX PLASTIC ZIP TIES (50 LB TENSILE) HOLDS GEOTEXTILE IN PLACE ON ALL POSTS 2 5 4 GEOTEXTILE ANCHORAGE LAY GEOTEXTILE UNDER TYPE 9 MULCH 12" OUT 24 " 10 " - 1 2 " 12" 12 " USE WHERE INLET DRAINS IN AN AREA WITH SLOPES AT 1:3 or LESS 2 6 5 4 3 BUTT JOINTS 6 FINISHED SIZE, INCLUDING POCKETS WHERE REQUIRED SHALL EXTEND A MINIMUM OF 10 INCHES AROUND THE PERIMETER TO FACILITATE MAINTENANCE OR REMOVAL. 1/2 W ENDS SECURELY CLOSED TO PREVENT LOSS OF OPEN GRADED AGGREGATE FILL. SECURED WITH 50 PSI. ZIP TIE. SECTION SECTION PERSPECTIVE VIEW (DOWN POSITION)(UP POSITION) ROCK LOG/COMPOST LOG FILTER BAG INSERT SEDIMENT CONTROL INLET HAT SILT FENCE RING AND ROCK FILTER BERM USE REBAR OR STEEL ROD FOR REMOVAL ( FOR INLETS WITH CAST CURB BOX REPLACE ROD WITH WOOD 2" X 4") . EXTEND 10" BEYOND GRATE WIDTH ON BOTH SIDES, LENGTH VARIES. SECURE TO GRATE WITH WIRE OR PLASTIC TIES POP-UP HEAD MANUFACTURED ALTERNATIVES LISTED ON Mn/DOT'S APPROVED PRODUCTS LIST MAY BE SUBSTITUTED. 1 TUBE RISER POLYETHYLENE NOTE: THE SEDIMENT CONTROL BARRIER SHALL BE A METAL OR PLASTIC/POLYETHYLENE RISER SIZED TO FIT INSIDE THE CATCH BASIN/MANHOLE; HAVE PERFORATIONS TO ALLOW FOR WATER INFILTRATION; HAVE AN OVERFLOW OPENING, FLANGES AND A LID/COVER. GROUND LINE 18 " M N . P O S T E M B O D I M E N T 8" ALL GEOTEXTILE USED FOR INLET PROTECTION SHALL BE MONOFILAMENT IN BOTH DIRECTIONS, MEETING SPEC. 3886. SEE SPECS. 2573, 3137, 3886 & 3891. INSTALLATION NOTES: DO NOT INSTALL FILTER BAG INSERT IN INLETS SHALLOWER THAN 30 INCHES, MEASURED FROM THE BOTTOM OF THE INLET TO THE TOP OF THE GRATE. THE INSTALLED BAG SHALL HAVE A MINIMUM SIDE CLEARANCE OF 3 INCHES BETWEEN THE INLET WALLS AND THE BAG, MEASURED AT THE BOTTOM OF THE OVERFLOW HOLES. WHERE NECESSARY THE CONTRACTOR SHALL CLINCH THE BAG, USING PLASTIC ZIP TIES, TO ACHIEVE THE 3 INCH SIDE CLEARANCE. OVERFLOW HOLES (2" X 4" HOLE SHALL BE HEAT CUT INTO ALL FOUR SIDE PANELS) GEOTEXTILE SOCK BETWEEN 4-10 FEET LONG AND 4-6 INCH DIAMETER. SEAM TO BE JOINED BY TWO ROWS OF STITCHING WITH A PLASTIC MESH BACKING OR PROVIDE A HEAT BONDED SEAM (OR APPROVED EQUIVALENT). FILL ROCK LOG WITH OPEN GRADED AGGREGATE CONSISTING OF SOUND DURABLE PARTICLES OF COARSE AGGREGATE CONFORMING TO SPEC. 3137 TABLE 3137-1; CA-3 GRADATION. SOCK HEIGHT MUST NOT BE SO HIGH AS TO SLOW DOWN WATER FILTRATION TO CAUSE FLOODING OF THE ROADWAY. FLAP POCKETS SHALL BE LARGE ENOUGH TO ACCEPT WOOD 2 INCH X 4 INCH OR USE A ROCK SOCK OR SAND BAGS IN PLACE OF THE FLAP POCKETS. 3/16" THICK (MIN.) STEEL COVER 3/16" THICK (MIN.) STEEL PLATE 3/16" THICK (MIN.) STEEL PLATE D W 1/2 D SEPTEMBER 27, 2006 SHEET NO. ___ OF ____ SHEETS(TH ____)STATE PROJ. NO. ________ Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ E R O S I O N N O T E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 4 9 : 3 8 P M www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 37 79 37 EROSION CONTROL SCHEDULE: FINAL STABILIZATION: EROSION CONTROL GENERAL NOTES: POLLUTION PREVENTION MANAGEMENT MEASURES: SEDIMENT CONTROL PRACTICES: THE CONTRACTOR MUST ENSURE FINAL STABILIZATION OF THE SITE. THE CONTRACTOR MUST SUBMIT A NOTICE OF TERMINATION (NOT) WITHIN 30 DAYS AFTER FINAL STABILIZATION IS COMPLETE, OR ANOTHER OWNER/OPERATOR (PERMITTEE) HAS ASSUMED CONTROL OF ALL AREAS OF THE SITE THAT HAVE NOT UNDERGONE FINAL STABILIZATION. FINAL STABILIZATION CAN BE ACHIEVED IN THE FOLLOWING WAY: ALL SOIL DISTURBING ACTIVITIES AT THE SITE HAVE BEEN COMPLETED AND ALL SOILS MUST BE STABILIZED BY A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70 PERCENT OVER THE ENTIRE PERVIOUS SURFACE AREA, OR OTHER EQUIVALENTMEANS NECESSARY TO PREVENT SOIL FAILURE UNDER EROSIVE CONDITIONS AND; A.ALL DRAINAGE DITCHES, CONSTRUCTED TO DRAIN WATER FROM THE SITE AFTER CONSTRUCTION IS COMPLETE, MUST BE STABILIZED TO PRECLUDE EROSION; B.ALL TEMPORARY SYNTHETIC, AND STRUCTURAL EROSION PREVENTION AND SEDIMENT CONTROL BMPS (SUCH AS SEDIMENT CONTROL LOGS) MUST BE REMOVED AS PART OF THE SITE FINAL STABILIZATION; AND C.THE CONTRACTORS MUST CLEAN OUT ALL SEDIMENT FROM CONVEYANCES AND FROM TEMPORARY SEDIMENTATION BASINS THAT ARE TO BE USED AS PERMANENT WATER QUALITY MANAGEMENT BASINS. D.SEDIMENT MUST BE STABILIZED TO PREVENT IT FROM BEING WASHED BACK INTO THE BASIN, CONVEYANCES OR DRAINAGE WAYS DISCHARGING OFF-SITE OR TO SURFACE WATERS. THE CLEAN OUT OF PERMANENT BASINS MUST BE SUFFICIENT TO RETURN THE BASIN TO DESIGN CAPACITY. THE CONTRACTOR SHALL IMPLEMENT THE FOLLOWING POLLUTION PREVENTION MANAGEMENT MEASURES ON THE SITE: 1.SOLID WASTE: COLLECTED SEDIMENT, ASPHALT AND CONCRETE MILLINGS, FLOATING DEBRIS, PAPER, PLASTIC, FABRIC, CONSTRUCTION AND DEMOLITION DEBRIS AND OTHER WASTES MUST BE DISPOSED OF PROPERLY AND MUST COMPLY WITH MPCA DISPOSAL REQUIREMENTS. 2.HAZARDOUS MATERIAL: OIL, GASOLINE, PAINT AND ANY HAZARDOUS SUBSTANCES MUST BE PROPERLY STORED, INCLUDING SECONDARY CONTAINMENT, TO PREVENT SPILLS, LEAKS OR OTHER DISCHARGE. RESTRICTED ACCESS TO STORAGE AREAS MUST BE PROVIDED TO PREVENT VANDALISM. STORAGE AND DISPOSAL OF HAZARDOUS WASTE MUST BE IN COMPLIANCE WITH MPCA REGULATIONS. 3.CONCRETE WASHOUT IS DONE TRUCK BY TRUCK WITH A MOBILE WASHOUT SYSTEM PROVIDED AND COMPLETED BY THE CONCRETE CONTRACTOR. RUNOFF MUST BE CONTAINED AND WASTE PROPERLY DISPOSED OF. 4.NO ENGINE DEGREASING IS ALLOWED ON SITE. 1.SEDIMENT CONTROL PRACTICES MUST MINIMIZE SEDIMENT FROM ENTERING SURFACE WATERS, INCLUDING CURB AND GUTTER SYSTEMS AND STORM SEWER INLETS. 2.SEDIMENT CONTROL PRACTICES MUST BE ESTABLISHED ON ALL DOWN GRADIENT PERMITERS BEFORE ANY UPGRADIENT LAND DISTURBING ACTIVITIES BEGIN. THESE PRACTICES SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ESTABLISHED. 3.THE TIMING OF THE INSTALLATION OF SEDIMENT CONTROL PRACTICES MAY BE ADJUSTED TO ACCOMMODATE SHORT-TERM ACTIVITIES SUCH AS CLEARING OR GRUBBING, OR PASSAGE OF VEHICLES. ANY SHORT-TERM ACTIVITY MUST BE COMPLETED AS QUICKLY AS POSSIBLE AND THE SEDIMENT CONTROL PRACTICES MUST BE INSTALLED IMMEDIATELY AFTER THE ACTIVITY IS COMPLETED. HOWEVER, SEDIMENT CONTROL PRACTICES MUST BE INSTALLED BEFORE THE NEXT PRECIPITATION EVENT EVEN IF THE ACTIVITY IS NOT COMPLETE. 4.TEMPORARY SOIL STOCKPILES MUST HAVE SEDIMENT BARRIERS OR OTHER EFFECTIVE SEDIMENT CONTROLS, AND CANNOT BE PLACED IN SURFACE WATERS, INCLUDING STORM WATER CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS, OR CONDUITS AND DITCHES. 5.SITE CONSTRUCTION ENTRANCES SHALL BE LOCATED AS SHOWN ON THE PLAN. 6.ALL STREETS SHOULD BE SWEPT DAILY OR AS DIRECTED BY THE CITY. FAILURE TO PERFORM ANY STREET SWEEPING WITHIN SIX HOURS OF NOTICE BY THE CITY WILL RESULT IN THE WORK BEING PERFORMED BY THE CITY AND ALL ASSOCIATED COSTS BILLED. REMOVAL OF ACCUMULATED MATERIALS IS REQUIRED IN THE WINTER AS WELL. 1.PRIOR TO ANY CONSTRUCTION OR DEMOLITION, SEDIMENT BARRIERS AND CONSTRUCTION ENTRANCE SHALL BE INSTALLED AS SHOWN TO INTERCEPT RUNOFF. 2.ALL EROSION CONTROL INSTALLATIONS SHALL REMAIN IN PLACE AND BE MAINTAINED IN GOOD CONDITION BY THE CONTRACTOR UNTIL THE SITE HAS BEEN RE-VEGETATED. 3.SUFFICIENT TOPSOIL SHALL BE STOCKPILED TO ALLOW FOR THE REPLACEMENT OF 6" OF TOPSOIL FOR DISTURBED AREAS TO BE RE-VEGETATED. 4.THE CONTRACTOR SHALL SCHEDULE SITE GRADING, SO THAT THE GENERAL SITE CAN BE STABILIZED AND SEEDED SOON AFTER DISTURBANCE. SITE SHALL BE STABILIZED AND SEEDED WITHIN SEVEN (7) DAYS AFTER DISTURBANCE OCCURS. 5.CONTRACTOR SHALL INSTALL EROSION CONTROL DEVICES AS INDICATED ON THIS EROSION CONTROL PLAN AND ANY ADDITIONAL REQUIRED BASED ON MEANS, METHODS AND SEQUENCES OF CONSTRUCTION. 1.NO LAND DISTURBING ACTIVITY SHALL OCCUR UNTIL A GRADING PERMIT HAS BEEN ISSUED FROM THE CITY OF PRIOR LAKE AND THE WATERSHED DISTRICT. UNLESS EXPRESSLY EXTENDED BY A PERMIT. 2.BEST MANAGEMENT PRACTICES (BMP'S) REFER TO EROSION AND SEDIMENT CONTROL PRACTICES DEFINED IN THE MPCA PROTECTING WATER QUALITY IN URBAN AREAS AND THE MINNESOTA CONSTRUCTION SITE EROSION AND SEDIMENT CONTROL PLANNING HANDBOOK. 3.ALL BMP'S SELECTED SHALL BE APPROPRIATE FOR THE TIME OF YEAR, SITE CONDITIONS, AND ESTIMATED DURATION OF USE. 4.ALL WORK AND MATERIALS SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS SHALL REQUIRE WRITTEN APPROVAL FROM THE ENGINEER OF RECORD. 5.A COPY OF THESE PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. PLANS, SWPPP TO BE LOCATED ONSITE IN MAILBOX. 6.THE BOUNDARIES OF THE LAND DISTURBANCE LIMITS SHOWN ON THE PLANS SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. NO DISTURBANCE BEYOND THE DISTURBED LIMITS. 7.WHEREVER POSSIBLE, PRESERVE THE EXISTING TREES, GRASS AND OTHER VEGETATIVE COVER TO HELP FILTER RUNOFF. 8.ESTABLISH A PERMANENT VEGETATIVE COVER ON ALL EXPOSED SOILS WHERE LAND IS COMING OUT OF AGRICULTURAL PRODUCTION. PLANT AS SOON AS POSSIBLE TO ESTABLISH DENSE GRASS FILTER PRIOR TO CONSTRUCTION AND TO MINIMIZE WEED GROWTH. 9.ALL TREES NOT LISTED FOR REMOVAL SHALL BE PROTECTED. DO NOT OPERATE EQUIPMENT WITHIN THE DRIPLINE, ROOT ZONES OR WITHIN TREE PROTECTION FENCE AREAS. 10.ALL EROSION AND SEDIMENT CONTROL FACILITIES (BMP'S) SHALL BE INSTALLED AND IN OPERATION PRIOR TO LAND DISTURBANCE ACTIVITIES AND THEY SHALL BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR EROSION HAS PASSED. 11.SEDIMENT BARRIERS ARE REQUIRED AT DOWN GRADIENT PERIMETER OF DISTURBED AREAS AND STOCKPILES. PROTECT WETLANDS, WATERCOURSES AND ADJACENT PROPERTIES FROM SEDIMENTATION AND STORMWATER RUNOFF. 12.THE BMP'S SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE PERMITTEE/CONTRACTOR SHALL ANTICIPATE THAT MORE BMP'S WILL BE NECESSARY TO ENSURE EROSION AND SEDIMENT CONTROL ON THE SITE. DURING THE COURSE OF CONSTRUCTION, IT IS THE RESPONSIBILITY OF THE PERMITTEE/CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY CONSTRUCTION ACTIVITIES AND/OR CLIMATIC EVENTS AND TO PROVIDE ADDITIONAL BMP'S OVER AND ABOVE THE MINIMUM REQUIREMENTS SHOWN ON THE PLANS, AS MAY BE NEEDED TO PROVIDE EFFECTIVE PROTECTION OF WATER AND SOIL RESOURCES. 13.THE BMP'S SHALL BE INSPECTED DAILY BY THE PERMITTEE/CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 14.LAND DISTURBING ACTIVITIES SHALL OCCUR IN INCREMENTS OF WORKABLE SIZE SUCH THAT ADEQUATE BMP CONTROL CAN BE PROVIDED THROUGHOUT ALL PHASES OF CONSTRUCTION. THE SMALLEST PRACTICAL AREA SHALL BE EXPOSED OR OTHERWISE DISTURBED AT ANY ONE TIME. 15.OPERATE TRACK EQUIPMENT (DOZER) UP AND DOWN EXPOSED SOIL SLOPES ON FINAL PASS, LEAVING TRACK GROOVES PERPENDICULAR TO THE SLOPE. DO NOT BACK-BLADE. LEAVE A SURFACE ROUGH TO MINIMIZE EROSION. 16.ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED FROM EROSION WITHIN 7 DAYS OF SUBSTANTIAL COMPLETION OF GRADING IN THAT AREA. TEMPORARY SEED AND MULCH SHALL COVER ALL EXPOSED SOILS IF GRADING COMPLETION IS DELAYED LONGER THAN 7 DAYS. 17.GENERAL TEMPORARY SEED SHALL BE MNDOT MIX 190 @ 100 LBS. PER ACRE OR APPROVED EQUAL. PERMANENT SEED SHALL BE MNDOT MIX 270 @ 120 LBS. PER ACRE OR APPROVED EQUAL. (PLANTING DATES PER SPEC 2575) MULCH SHALL BE MNDOT TYPE 1 (CLEAN OAT STRAW) @ 2 TONS PER ACRE AND DISK ANCHORED IN PLACE OR APPROVED EQUAL. FERTILIZER SHALL BE 80-80-80 NPK PER ACRE (UNLESS P RESTRICTIONS APPLY) AND INCORPORATED INTO THE SEED BED. 18.ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PROPERLY DISPOSED OF WITHIN THIRTY (30) DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED. 19.BOTTOM OF ALL FILTRATION BASINS (IF NOT USED FOR TEMPORARY SEDIMENTATION) TO BE MASS GRADED TO 1' ABOVE FINAL GRADES. FILTRATION BASINS USED FOR TEMPORARY SEDIMENTATION SHALL BE GRADED AS NEEDED FOR TEMPORARY SEDIMENTATION EFFICACY. BASINS TO BE RE-GRADED TO FINAL ELEVATIONS AFTER DRAINAGE AREA IS DEVELOPED WITH PERMANENT STABILIZATION. MAINTENANCE PROGRAM: 1.INSPECT SEDIMENT BARRIERS IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. IMMEDIATELY REPAIR FAILED OR FAILING SEDIMENT CONTROL LOGS. 2.REPLACEMENT - SHALL BE REPLACED PROMPTLY WHEN IT DECOMPOSES OR BECOMES INEFFECTIVE BEFORE THE BARRIER IS NO LONGER NECESSARY. 3.SEDIMENT REMOVAL - SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT. THEY MUST BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE-THIRD THE HEIGHT OF THE BARRIER. 4.REMOVAL OF SEDIMENT CONTROL LOG - SEDIMENT CONTROL LOG SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPWARD SLOPING AREA HAS BEEN PERMANENTLY STABILIZED. IF THE UPWARD SLOPING AREA IS TO BE EXPOSED LONGER THAN SIX (6) MONTHS, THAT AREA SHALL BE COVERED WITH TEMPORARY VEGETATION WHEN FIRST EXPOSED. 5.THE CONTRACTOR MUST ROUTINELY INSPECT THE CONSTRUCTION SITE ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.5 INCHES IN 24 HOURS. 6.ALL INSPECTIONS AND MAINTENANCE CONDUCTED DURING CONSTRUCTION MUST BE RECORDED IN WRITING AND THESE RECORDS MUST BE RETAINED WITH THE SWPPP RECORDS OF EACH INSPECTION AND MAINTENANCE ACTIVITY SHALL INCLUDE: 6.1.DATE AND TIME OF INSPECTIONS; 6.2.NAME OF PERSON(S) CONDUCTING INSPECTIONS; 6.3.FINDINGS OF INSPECTIONS, INCLUDING RECOMMENDATIONS FOR CORRECTIVE ACTIONS; 6.4.CORRECTIVE ACTIONS TAKEN (INCLUDING DATES, TIMES, AND PARTY COMPLETING MAINTENANCE ACTIVIES. 6.5.DATE AND AMOUNT OF ALL RAINFALL EVENTS GREATER THAN 1/2 INCH (0.5 INCHES) IN 24 HOURS: 6.6.DOCUMENTS OF CHANGES MADE TO THE SWPPP AS REQUIRED IN PART III.A.4. 7.WHERE PARTS OF THE CONSTRUCTION SITE HAVE UNDERGONE FINAL STABILIZATION, BUT WORK REMAINS ON OTHER PARTS OF SITE, INSPECTIONS OF THE STABILIZED AREAS MAY BE REDUCED TO ONCE PER MONTH. WHERE WORK HAS BEEN SUSPENDED DUE TO FROZEN GROUND CONDITIONS, THE REQUIRED INSPECTIONS AND MAINTENANCE MUST TAKE PLACE AS SOON AS RUNOFF OCCURS AT THE SITE OR PRIOR TO RESUMING CONSTRUCTION, WHICHEVER COMES FIRST. EROSION AND SEDIMENT CONTROL Know what's below. Call before you dig. R Dial 811 DEWATERING: 1.THE CONTRACTOR SHALL PROVIDE A PLAN TO THE CITY AND PROJECT ENGINEER FOR REVIEW. THE PLAN AT MINIMUM SHALL BE A DEWATERING PLAN INCLUDING WATER ROUTING, STORAGE, AND DISCHARGE LOCATION. 2.IF ANY TEMPORARY DEWATERING IS REQUIRED ONSITE THE CONTRACTOR SHALL DISPOSE OF STORMWATER OR GROUND WATER BY USE OF PUMPS AND HOSES TO ACCEPTABLE DISCHARGE POINTS APPROVED BY THE CITY AND PROJECT ENGINEER. WINTER STABLIZATION: 1.GRADING CONTRACTOR REQUIREMENTS IN THE CASE WHERE THE ONSET OF WINTER DOES NOT ALLOW FOR COMPLETION OF MASS GRADING AND FINAL SOIL STABILIZATION IN THE FALL: MASS GRADING ACTIVITIES SHALL BE PLANNED AND PHASED IN A MANNER TO AVOID ANY UNNECESSARY SOIL DISTURBANCE PRIOR TO WINTER SHUT DOWN. 2.ALL FINAL GRADED AREAS SHALL BE STABILIZED PERMANENTLY BY GRADING CONTRACTOR WITH SEEDING, MULCHING, BLANKET, ETC. IN ACCORDANCE WITH PLANS PRIOR TO CONTRACTOR LEAVING THE SITE AT WINTER SHUT DOWN. 3.THE GRADING CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ALL TEMPORARY OR INCOMPLETE GRADING AREAS INCLUDING ALL STOCKPILES ARE STABILIZED WITH TEMPORARY SEEDING (MN STATE SEED MIX 22-112 @ 40/AC, MULCH (MNDOT TYPE 1) BEFORE LEAVING THE SITE AT WINTER SHUT DOWN. 4.ALL SIGNIFICANT DRAINAGE SWALES (TEMPORARY OR PERMANENT) SHALL BE STABILIZED WITH MNDOT CATEGORY 3 EROSION CONTROL BLANKET BY GRADING CONTRACTOR PRIOR TO LEAVING THE SITE AT WINTER SHUT DOWN. 5.SHALL PROVIDE A PLAN TO THE CITY AND PROJECT ENGINEER FOR REVIEW. THE PLAN AT MINIMUM SHALL BE A DEWATERING PLAN INCLUDING WATER ROUTING, STORAGE, AND DISCHARGE LOCATION. 6.IF ANY TEMPORARY DEWATERING IS REQUIRED ONSITE THE CONTRACTOR SHALL DISPOSE OF STORMWATER OR GROUND WATER BY USE OF PUMPS AND HOSES TO ACCEPTABLE DISCHARGE POINT. CONSTRUCTION SEQUENCING: GRADING PHASE: 1.INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2.PREPARE TEMPORARY PARKING AND STORAGE AREA. 3.INSTALL THE PRE-GRADING SILT FENCES AND INLET PROTECTION BMPs ON THE SITE. 4.CONSTRUCT ALL PRE-GRADING EROSION AND SEDIMENTATION CONTROL BMPs. 5.COMPLETE MASS GRADING AND INSTALL TEMPORARY AND PERMANENT SEEDING AND PLANTING. 6.CONSTRUCT POST-GRADING SILT FENCE ON THE SITE. 7.INSTALL BIOFILTRATION MEDIA AND UNDER DRAINS FOLLOWING LOT BUILDING OUT FULL STABILIZATION OF TRIBUTARY DRAINAGE AREAS. STREET & UTILITY PHASE: 1.INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 2.INSTALL RIP RAP AROUND OUTLET STRUCTURES. 3.INSTALL INLET PROTECTION AROUND ALL STORM SEWER STRUCTURES. 4.PREPARE SITE FOR PAVING. 5.PAVE SITE. 6.INSTALL INLET PROTECTION DEVICES. 7.INSTALL POST STREET AND UTILITY SILT FENCE. 8.INSTALL PRIVATE UTILITIES 9.REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES (ONLY IF SITE IS STABILIZED), IF REQUIRED BY THE CONTRACT. Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Er o s i o n A n d S e d i m e n t C o n t r o l N o t e s A n d De t a i l s 2220189-00 CA R R I A G E L A N E N E FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT C OUTLOT C OUTLOT C OUTLOT D OUTLOT D OUTLOT D OUTLOT D OL A COACHMAN LANE NE CO A C H M A N L A N E N E SU M M I T L A N E MICHAEL WAY MICHAEL WAY MICHA E L W A Y L E O L A N E LE O L A N E JACOB DRIVE BERN A R D L A N E B E R N A R D L A N E COACHMAN LANE NE MI C H A E L W A Y JACOB DRIVE WL4 WL1 WL1 C. R . 2 1 (E A G L E C R E E K A V E N E ) C. R . 2 1 (E A G L E C R E E K A V E N E ) P I K E L A K E T R A I L N E FOU N T A I N H I L L S D R N E FOUNTAIN HILLS DR (PUB L I C ) ( P U B L I C ) (P U B L I C ) SU R R E Y LA N E N E CA R R I A G E LA N E N E CO A C H M A N LA N E CARRIAG E H I L L S P W K Y (PUBLIC ) Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ U T I L I T I E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 0 : 0 2 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 38 79 0 SCALE IN FEET 60 120 240 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 38 S D LEGEND: 1.EXISTING UTILITIES, SERVICE LOCATIONS AND ELEVATIONS SHALL BE VERIFIED IN FIELD PRIOR TO CONSTRUCTION. 2.MAINTAIN A MIN 18" VERTICAL SEPARATION AT ALL PIPE CROSSINGS. WATER AND SANITARY SEWER TRUNK MAINS TO MAINTAIN 10' HORIZONTAL SEPARATION. LOWER WATERMAIN AS NECESSARY. 3.CONTRACTOR IS RESPONSIBLE FOR ALL PERMITS PRIOR TO THE START OF CONSTRUCTION. 4.PROVIDE A MINIMUM OF 4" STYROFOAM BOARD INSULATION FOR ALL STORM SEWER AND WATERMAIN CROSSINGS WHERE VERTICAL OR HORIZONTAL SEPARATION IS LESS THAN 36". 5.ALL UTILITY WORK WITHIN THE R.O.W. SHALL COMPLY WITH THE CITY OF PRIOR LAKE STANDARD SPECIFICATIONS FOR STREET AND UTILITY CONSTRUCTION. 6.NOTIFY GOPHER STATE ONE CALL 48 HOURS IN ADVANCE OF ANY UTILITY WORK. 7.PROVIDE TEMPORARY TRAFFIC CONTROL IN COMPLIANCE WITH MNDOT "TEMPORARY TRAFFIC CONTROL ZONE LAYOUTS-FIELD MANUAL" LATEST REVISION, FOR ANY CONSTRUCTION WITHIN PUBLIC R.O.W. 8.ALL SANITARY MANHOLES TO BE 48" DIAMETER CONCRETE W/NEENAH R-1642 CASTING, UNLESS NOTED OTHERWISE. 9.WATERMAIN, SERVICES, AND VALVES SHALL BE INSTALLED WITH MINIMUM 7.5' OF COVER. 10.WATER SERVICES SHALL BE CTS HDPE SDR 9 PIPE IN ACCORDANCE WITH MN STATE PLUMBING CODE, W/ 1" CORP. STOP AND 1" CURB BOX. 11.SANITARY SEWER SERVICES SHALL BE 4" PVC SDR 26 MARKED BY 10 GAUGE TRACER WIRE CONNECTED TO A TRACER WIRE ACCESS BOX AT THE EASEMENT, MINIMUM 2% SLOPE UNLESS OTHERWISE NOTED ON THE PLANS. 12.WATERMAIN SERVICES SHALL BE 1" CTS HDPE SDR 9. 13.SANITARY SEWER SERVICES TO EXTEND 10' PAST RIGHT-OF-WAY. INSTALL SERVICES PER CITY DETAIL PLATE #401. 14.WATER SERVICE TAIL TO EXTEND 10' PAST RIGHT-OF-WAY WITH CURB STOP AT THE 10' UTILITY EASEMENT LINE. INSTALL SERVICES PER CITY DETAIL PLATE #502. 15.IRRIGATION SERVICES TO EXTEND 10' PAST RIGHT-OF-WAY. INSTALL IRRIGATIONS SERVICES PER CITY DETAIL PLATE #507. 16.WATER SERVICES MAY BE PLACED IN SAME TRENCH AS SEWER SERVICES PROVIDED THAT A 24" VERTICAL & A 36" HORIZONTAL SEPARATION ARE MAINTANED AND PIPE MATERIALS MEET THE CITY AND BUILDING CODES. 17.ALL CURB BOXES SHALL BE ADJUSTED TO AN ELEVATION OF 1" BELOW FINSHED GRADE. 18.ALL 8" AND 12" WATERMAIN SHALL BE PVC AWWA C900 (DR 18). MATERIALS FOR FITTINGS SHALL BE DUCTILE IRON IN ACCORDANCE WITH CITY STANDARD SPECIFICATION. 19.ALL 6" WATERMAIN FOR HYDRANT TEES TO BE DIP CL52 Pr i o r L a k e , MN Vi e r l i n g R i d g e Sa n i t a r y S e w e r & W a t e r m a i n P l a n - Ov e r v i e w UTILITY NOTES: FOUNTAIN HILLS DRIVE NE 9 10 11 Fountain Hills Drive NE PROFILE C/ L E A G L E C R E E K A V E N E ST A : 0 + 1 2 . 7 0 C/ L S U R R E Y L A N E N E ST A : 1 1 + 7 8 . 2 8 (S T A : 1 8 + 2 5 . 7 5 ) MATCH EXISTING PAVEMENT PROPOSED GROUND EXISTING GROUND 8' MIN. COVER 1. 6 4 ' 1. 6 4 ' Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ U T I L I T I y p r o f . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 0 : 4 1 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Sa n i t a r y S e w e r & W a t e r m a i n P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 39 79 3939 N M A T C H L I N E : S E E S H E E T 4 0 FOUNTAIN HILLS DRIVE NE MA T C H L I N E : S E E S H E E T 40 LEGEND: GENERAL NOTES: S U R R E Y L A N E N E OUTLOT D FOU N T A I N H I L L S D R I V E N E Fountain Hills Drive NE PROFILE C/ L S U R R E Y L A N E N E ST A : 1 1 + 7 8 . 2 8 (S T A : 1 8 + 2 5 . 7 5 ) C/ L M A T C H E X I S T I N G ST A : 1 5 + 9 9 . 1 8 MATCH EXISTING PAVEMENT PROPOSED GROUND EXISTING GROUND 8' MIN. COVER 1. 6 4 ' 1. 6 4 ' Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ U T I L I T I y p r o f . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 0 : 4 8 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Sa n i t a r y S e w e r & W a t e r m a i n P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 40 79 4040 N FOUNTAIN HILLS DRIVE NE M A T C H L I N E : S E E S H E E T 3 9 LEGEND: MA T C H L I N E : S E E S H E E T 39 GENERAL NOTES: 5 6 7 8 91011 12 1314 PP BLOCK 6 BERNARD LANE PP B L O C K 6 CO A C H M A N L A N E N E 16 15 PP B L O C K 5 3 4 C/ L B E R N A R D L A N E CU L - D E - S A C ST A : 1 3 + 9 6 . 9 3 C/ L C O A C H M A N L A N E N E ST A : 1 1 + 8 1 . 6 2 (S T A : 2 + 6 6 . 0 0 ) C/ L B E R N A R D L A N E BA C K O F C U R B / E O F ST A : 1 4 . 4 3 . 9 3 8' MIN. COVER OUTLOT D 11 12 13 14 BE R N A R D L A N E PP BLOCK 6 COACHMAN LANE NE 11 18171615PP BLOCK 5 1234 Road G PROFILE C/ L S U R R E Y L A N E N E ST A : 0 + 0 0 . 0 0 (S T A : 1 3 + 0 2 . 0 5 ) C/ L B E R N A R D L A N E ST A : 2 + 6 6 . 0 0 (S T A : 1 1 + 8 4 . 8 6 ) PROPOSED GROUND EXISTING GROUND 8' MIN. COVER 3. 6 8 ' C/ L C O A C H M A N L A N E N E ST A : 1 3 + 0 2 . 0 5 (S T A : 0 + 0 0 . 0 0 ) C/ L C O A C H M A N LA N E N E (S T A : 2 2 + 6 9 . 3 6 ) 3. 0 8 ' Road G PROFILEMH 2 - STUB PROFILE 1. 5 0 ' Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ U T I L I T I y p r o f . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 1 : 0 7 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Sa n i t a r y S e w e r & W a t e r m a i n P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 41 79 4141 N 0 SCALE IN FEET 25 50 100 N BERNARD LANE COACHMAN LN NE LEGEND: GENERAL NOTES: Road C PROFILE C/ L L E O L A N E ST A : 2 + 0 5 . 0 0 (S T A : 7 + 8 0 . 0 5 ) C/ L S U R R E Y L A N E N E ST A : 0 + 0 0 . 0 0 (S T A : 4 + 4 4 . 9 5 ) PROPOSED GROUND EXISTING GROUND 8' MIN. COVER 3 2 1 4 3 2 1 1 2 3 4 OU T L O T H BLOCK 2 BL O C K 2 2 3 19 18 4 3 2 1 5 6 BLOCK 2 BL O C K 2 B L O C K 1 3 2 1 4 1 2 3 4 BLO C K 7 OU T L O T B MICHAEL W A Y SU R R E Y L A N E N E LE O L A N E MICHAEL W A Y Road E PROFILE C/ L M I C H A E L W A Y ST A : 7 + 0 9 . 4 6 (S T A : 1 + 5 4 . 0 5 ) PROPOSED GROUND EXISTING GROUND 8' MIN. COVER BLOCK 7 678 5 3 2 1 4 127891011 BLOCK 7 1 2 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1 2 BL O C K 7 OUTLOT C OL A JACOB DRIVE MI C H A E L W A Y JACOB DRIVE 1 2 345678 4 3 1 1 2 BLOCK 3 BLOCK 4 21112 1 S U R R E Y L A N E N E MICHA E L W A Y 11 12 8' MIN. COVER Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ U T I L I T I y p r o f . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 1 : 2 1 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Sa n i t a r y S e w e r & W a t e r m a i n P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 42 79 4242 N LEGEND: MICHAEL WAY JACOB DRIVE 0 SCALE IN FEET 25 50 100 N GENERAL NOTES: SURREY LAN E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BL O C K 2 BLOCK 2 BLOCK 2 BLOCK 1 OU T L O T D MI C H A E L W A Y LEO LANE LEO L A N E 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 12 BLOCK 2BLOCK 1 SURREY LANE NE LEO LA N E 3 Road D PROFILE C/ L M I C H A E L W A Y ST A : 7 + 8 0 . 0 5 (S T A : 2 + 0 5 . 0 0 ) C/ L L E O L A N E CU L - D E - S A C ST A : 1 2 + 3 5 . 2 0 PROPOSED GROUND PROPOSED GROUND EXISTING GROUND 8' MIN. COVER 8' MIN. COVER 8' MIN. COVER Road D PROFILE Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ U T I L I T I y p r o f . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 1 : 3 2 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Sa n i t a r y S e w e r & W a t e r m a i n P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 43 79 4343 N LEO LANE LEGEND: GENERAL NOTES: BLOCK 7 CA R R I A G E L A N E N E S U R R E Y L A N E N E 19 18 17 B L O C K 2 1 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OL A MICHAEL WAY MICHA E L W A Y JACOB DRIVE MI C H A E L W A Y JACOB DRIVE 6 1 2 BLOCK 10 3 4 5 6 1 2 3 4 1 2 3 4 1234 654321 BLOCK 8 123456 BLOCK 22 654321 BLOCK 9 123456 BLOCK 21 654321 BLOCK 10 BLOCK 20 123 6 MICHA E L W A Y 11 12 Road B PROFILE C/ L S U R R E Y L A N E N E ST A : 0 + 0 0 . 0 0 (S T A : 4 + 4 4 . 9 5 ) C/ L C A R R I A G E L A N E N E ST A : 1 8 + 1 0 . 3 6 (S T A : 2 + 4 9 . 0 9 ) C/ L J A C O B D R I V E ST A : 1 + 5 4 . 0 5 (S T A : 7 + 0 9 . 4 6 ) PROPOSED GROUND EXISTING GROUND 8' MIN. COVER Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ U T I L I T I y p r o f . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 1 : 4 3 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Sa n i t a r y S e w e r & W a t e r m a i n P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 44 79 4444 N LEGEND: MA T C H L I N E : S E E S H E E T 45 MA T C H L I N E : S E E S H E E T 45 MICHAEL WAY GENERAL NOTES: OUTLOT C SU M M I T L A N E MICHAEL WAY BLOCK 15 1 2 3 4 5 6 1 2 BLOCK 14 3 4 5 6 1 BLOCK 1 3 2 3 4 5 6 1 2 BLOCK 1 2 3 4 5 6 1 2 BLOCK 11 3 4 5 6 1 123456 1BLOCK 1 8 234 1BLOCK 17 23412 BLOCK 16 3456 1 BLOCK 20 1234 654321 BLOCK 11 123456 BLOCK 1 9 1234 BLOCK 1 8 654321 BLOCK 1 2 654321 1BLOCK 17 234 654 BLOCK 14 321 123456 BLOCK 16 654321 BLOCK 15 Road B PROFILE C/ L M I C H A E L W A Y CU L - D E - S A C ST A : 1 7 + 0 3 . 6 1 C/ L S U M M I T L A N E ST A : 1 2 + 8 1 . 1 1 (S T A : 2 + 1 5 . 0 0 ) PROPOSED GROUND EXISTING GROUND 8' MIN. COVER MH 33 - MH 32 PROFILE PROPOSED GROUND EXISTING GROUND Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ U T I L I T I y p r o f . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 1 : 5 1 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Sa n i t a r y S e w e r & W a t e r m a i n P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 45 79 4545 N LEGEND: MA T C H L I N E : S E E S H E E T 44 MA T C H L I N E : S E E S H E E T 44 MICHAEL WAY MH 33 - MH 32 GENERAL NOTES: OUTLOT H BLOCK 2 SURREY LANE NE 19 18 BLOCK 2 BLOCK 7 OUTLOT B M I C H A E L W A Y M I C H A E L W A Y C/ L C A R R I A G E H I L L S P W K Y ST A : 0 + 0 0 . 0 0 C/ L M I C H A E L W A Y ST A : 4 + 4 4 . 9 5 (S T A : 0 + 0 0 . 0 0 ) PROPOSED GROUND EXISTING GROUND 8' MIN. COVER 1. 5 ' Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ U T I L I T I y p r o f . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 2 : 0 6 P M Know what's below. Call before you dig. R Dial 811 0 SCALE IN FEET 25 50 100 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Sa n i t a r y S e w e r & W a t e r m a i n P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 46 79 4646 LEGEND: N SURREY LANE NE GENERAL NOTES: CA R R I A G E L A N E N E FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT C OUTLOT C OUTLOT C OUTLOT D OUTLOT D OUTLOT D OUTLOT D OL A COACHMAN LANE NE CO A C H M A N L A N E N E SU M M I T L A N E MICHAEL WAY MICHAEL WAY MICHA E L W A Y L E O L A N E LE O L A N E JACOB DRIVE BERN A R D L A N E B E R N A R D L A N E COACHMAN LANE NE MI C H A E L W A Y JACOB DRIVE G > > | | | | | | | | | | | F O F O FO FO FO F O F O F O F O FO FO OU OU OU OU OU OU X > > > > >> >> >> >> >> >> >> >> >> G G G G G G G G G G G E E E E E E E E E G G G X X X X X X X X X XX E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E > > >> >> >> >> >> >> > > >> >> > > >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> G G G G G G G G G G G G G G >> >> >> >> X X X X X X X X X X X | || X X W L WL WL WL W L WL WL WL WL WL WL WL WL W L WL W L WL WL WL WL WL WL WL WL WL WL W L | | | >> WL4 WL1 WLWLWL >> | WL1 OU OU OU OU OU OU FO FO FO FO FO FO | >> >> C. R . 2 1 (E A G L E C R E E K A V E N E ) C. R . 2 1 (E A G L E C R E E K A V E N E ) P I K E L A K E T R A I L N E FOU N T A I N H I L L S D R N E FOUNTAIN HILLS DR (PUB L I C ) (P U B L I C ) (P U B L I C ) SU R R E Y LA N E N E CA R R I A G E LA N E N E CO A C H M A N LA N E CARRIAG E H I L L S P W K Y (PUBLIC ) WL WL WL Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 2 : 3 2 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 60 120 240 47 79 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 47 UTILITY NOTES: 1.EXISTING UTILITIES, SERVICE LOCATIONS AND ELEVATIONS SHALL BE VERIFIED IN FIELD PRIOR TO CONSTRUCTION. 2.MAINTAIN A MIN 18" VERTICAL SEPARATION AT ALL PIPE CROSSINGS, LOWER WATERMAIN AS NECESSARY. WATER AND SANITARY SEWER LINES TO MAINTAIN 10' HORIZONTAL SEPARATION. 3.CONTRACTOR IS RESPONSIBLE FOR ALL PERMITS PRIOR TO THE START OF CONSTRUCTION. 4.PROVIDE POLYSTYRENE INSULATION FOR ALL STORM SEWER AND WATERMAIN CROSSINGS WHERE VERTICAL OR HORIZONTAL SEPARATION IS LESS THAN 36". 5.ALL UTILITY WORK WITHIN THE R.O.W. SHALL COMPLY WITH THE CITY OF PRIOR LAKE ENGINEERING GUIDELINES. 6.NOTIFY GOPHER STATE ONE CALL 48 HOURS IN ADVANCE OF ANY UTILITY WORK. 7.PROVIDE TEMPORARY TRAFFIC CONTROL IN COMPLIANCE WITH MNDOT "TEMPORARY TRAFFIC CONTROL ZONE LAYOUTS-FIELD MANUAL" LATEST REVISION, FOR ANY CONSTRUCTION WITHIN PUBLIC R.O.W. 8.SEE SHEET 54 FOR STORM SEWER SCHEDULE. LEGEND: Pr i o r L a k e , MN Vi e r l i n g R i d g e St o r m S e w e r P l a n - O v e r v i e w St o r m S e w e r P l a n - O v e r v i e w FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E OUTLOT D M A T C H L I N E : S E E S H E E T 4 9 FOUNTAIN HILLS DR Fountain Hills Drive NE PROFILE C/ L E A G L E C R E E K A V E N E ST A : 0 + 1 2 . 7 0 C/ L S U R R E Y L A N E N E ST A : 1 1 + 7 8 . 2 8 (S T A : 1 8 + 2 5 . 7 5 ) MATCH EXISTING PAVEMENT PROPOSED GROUND EXISTING GROUND 1. 6 4 ' MA T C H L I N E : S E E S H E E T 49 Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R p l a n p r o f i l e . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 3 : 3 5 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e St o r m S e w e r P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 48 79 4848 N FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E OUTLOT D N0 0 ° 3 5 ' 4 3 " W 5 5 5 . 1 6 FOU N T A I N H I L L S D R N E (PUB L I C ) M A T C H L I N E : S E E S H E E T 4 8 Fountain Hills Drive NE PROFILE C/ L S U R R E Y L A N E N E ST A : 1 1 + 7 8 . 2 8 (S T A : 1 8 + 2 5 . 7 5 ) C/ L M A T C H E X I S T I N G ST A : 1 5 + 9 9 . 1 8 MATCH EXISTING PAVEMENT PROPOSED GROUND EXISTING GROUND 1. 6 4 ' MA T C H L I N E : S E E S H E E T 48 FES 1402-1400 PROFILE 1. 6 4 ' Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R p l a n p r o f i l e . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 3 : 5 1 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e St o r m S e w e r P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 49 79 4949 N FOUNTAIN HILLS DRIVE NE FES 1400 - OCS 1401 SUR R E Y L A N E N E S U R R E Y L A N E N E SURR E Y L A N E N E BL O C K 3 6 7 8 5 3 2 1 4 BL O C K 4 4 3 2 1 OU T L O T C OU T L O T C OU T L O T D OU T L O T D OL A JA C O B D R I V E BERN A R D L A N E CO A C H M A N L A N E N E MICHAEL WAY JA C O B D R I V E M A T C H L I N E : S E E S H E E T 5 1 N00°35'43"W 555.16 Surrey Lane NE PROFILE C/ L F O U N T A I N H I L L S DR I V E N E ST A : 1 8 + 2 5 . 7 5 (S T A : 1 1 + 7 8 . 2 8 ) C/ L C O A C H M A N L A N E N E ST A : 1 3 + 0 2 . 0 5 (S T A : 0 + 0 0 . 0 0 ) C/ L C O A C H M A N L A N E N E (S T A : 2 2 + 9 6 . 7 2 ) PROPOSED GROUND EXISTING GROUND MA T C H L I N E : S E E S H E E T 51 Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R p l a n p r o f i l e . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 4 : 0 8 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e St o r m S e w e r P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 50 79 5050 N SURREY LANE NE SUR R E Y L A N E N E SURREY LANE NE 1 19 18 3 2 1 BLOCK 2 BLOC K 1 BL O C K 3 3 2 1 4 2 1 1 2 3 4 B L O C K 5 1 2 3 4 BL O C K 6 1 2 3 4 BLOCK 7 OL A OUTLOT B OU T L O T C M I C H A E L W A Y LEO L A N E JA C O B D R I V E MICHAEL WAY M A T C H L I N E : S E E S H E E T 5 0 SURREY LANE NE C A R R I A G E H I L L S P W K Y ( P U B L I C ) Surrey Lane NE PROFILE C/ L C A R R I A G E H I L L S P W K Y ST A : 0 + 0 0 . 0 0 C/ L M I C H A E L W A Y ST A : 4 + 4 4 . 9 5 (S T A : 0 + 0 0 . 0 0 ) PROPOSED GROUND EXISTING GROUND 1. 5 ' MA T C H L I N E : S E E S H E E T 50 Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R p l a n p r o f i l e . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 4 : 2 2 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e St o r m S e w e r P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 51 79 5151 N SURREY LANE NE Road D PROFILE C/ L M I C H A E L W A Y ST A : 7 + 8 0 . 0 5 (S T A : 2 + 0 5 . 0 0 ) C/ L L E O L A N E CU L - D E - S A C ST A : 1 2 + 3 5 . 2 0 PROPOSED GROUND EXISTING GROUND SURREY LAN E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BL O C K 2 BLOCK 2 BLOCK 2 BLOCK 1 OU T L O T D MI C H A E L W A Y LEO LANE LEO L A N E Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R p l a n p r o f i l e . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 4 : 4 0 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e St o r m S e w e r P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 52 79 5252 N LEO LANE S U R R E Y L A N E N E 19 18 B L O C K 2 2 1 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OL A MICHAEL WAY MICHA E L W A Y JACOB DRIVE MI C H A E L W A Y S89°44'10"W 2649.63 C/ L S U R R E Y L A N E N E ST A : 0 + 0 0 . 0 0 (S T A : 4 + 4 4 . 9 5 ) C/ L J A C O B D R I V E ST A : 1 + 5 4 . 0 5 (S T A : 7 + 0 9 . 4 6 ) EXISTING GROUND EN D O F P H A S E 1 R O A D C O N S T R U C T I O N PROPOSED GROUND EXISTING GROUND Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R p l a n p r o f i l e . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 4 : 5 9 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e St o r m S e w e r P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 53 79 5353 N MICHAEL WAY BERN A R D L A N E 1201-1200 PROFILE1202A-1200A PROFILE FES 100 PROFILE 300 - 301 PROFILE Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R p l a n p r o f i l e . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 5 : 1 8 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e St o r m S e w e r P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 54 79 5454 N FES 1200 - OCS 1201FES 1200A - FES 1202A FES 100-STUB FES 300-STUB S U R R E Y L A N E N E 17 16 B L O C K 2 7 8 BLOC K 4 4 3 2 1 1 2 3 4 BLO C K 5 1 2 3 4 BL O C K 6 1 2 3 4 B L O C K 7 OL A O U T L O T B OUTLO T C OL A MICH A E L W A Y JACO B D R I V E BER N A R D L A N E M I C H A E L W A Y JACO B D R I V E S89°4 4 ' 1 0 " W 2 6 4 9 . 6 3 S U R R E Y L A N E N E CAR R I A G E H I L L S P W K Y (PU B L I C ) 219-200 PROFILE PROPOSED GROUND EXISTING GROUND Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R p l a n p r o f i l e 2 . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 6 : 1 0 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e St o r m S e w e r P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 55 79 5555 N CB 219 - FES 200 S U R R E Y L A N E N E OUTLOT D COACHMAN LANE NE 326-329(1) PROFILE PROPOSED GROUND EXISTING GROUND PROPOSED GROUND EXISTING GROUND Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R p l a n p r o f i l e 2 . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 6 : 1 9 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e St o r m S e w e r P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 56 79 5656 N CB 329 - CBMH 324 CB 342 - FES 320 N0 0 ° 1 3 ' 4 1 " W 5 2 2 . 7 7 14 13 12 11 8 10 9 BLOCK 2 OUTLOT D FES 1601-EXMH PROFILE FES 1000 PROFILE PROPOSED GROUND EXISTING GROUND Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R p l a n p r o f i l e 2 . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 6 : 2 9 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e St o r m S e w e r P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 57 79 5757 N FES 1602 - EX. CBMH CBMH 1009 - FES 1000 S U R R E Y L A N E N E OUTLOT D COACHMAN LANE NE L E O L A N E FES 375-345 (1) PROFILE 1 2 3 4 3 2 B L O C K 2 B L O C K 1 L E O L A N E FES 1700 PROFILE Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S T O R M S E W E R p l a n p r o f i l e 2 . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 6 : 3 9 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e St o r m S e w e r P l a n & P r o f i l e www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 0 SCALE IN FEET 25 50 100 58 79 5858 N FES 1702 - FES 1700 N FES 375 - CBMH 345 OUTLOT D S U R R E Y L N N E FOU N T A I N H I L L S D R . N E OUTLOT D 19 S U R R E Y L N MICHA E L W A Y MICHA E L W A Y 19 4 1 5 6 L E O L A N E MICHA E L W A Y L E O L A N E Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ I N T E R S E C T I O N D E T A I L S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 7 : 1 1 P M Know what's below. Call before you dig. R Dial 811 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e In t e r s e c t i o n D e t a i l s Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 59 79 59 N 0 SCALE IN FEET 10 20 40 59 FOUNTAIN HILLS DR. NE & SURREY LN NE SURREY LN NE & COACHMAN LN NE SURREY LN NE & MICHAEL WAY LEO LANE & MICHAEL WAY NOTES: www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of SU R R E Y LA N E N E 11 7 8 10 1 2 1 1 2 BL O C K 7 MICHA E L W A Y JAC O B D R I V E Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ I N T E R S E C T I O N D E T A I L S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 7 : 1 4 P M Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e In t e r s e c t i o n D e t a i l s Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 60 79 6060Know what's below. Call before you dig. R Dial 811 N 0 SCALE IN FEET 10 20 40 CARRIAGE HILLS PARKWAY & SURREY LN NE LEO LANE CUL DE SAC FOUNTAIN HILLS DR. NE & EAGLE CREEK AVE NE MICHAEL WAY & JACOB DRIVE NOTES: www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of CA R R I A G E L A N E N E FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E SU R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT C OUTLOT C OUTLOT C OUTLOT D OUTLOT D OUTLOT D OUTLOT D OL A COACHMAN LANE NE CO A C H M A N L A N E N E SU M M I T L A N E MICHAEL WAY MICHAEL WAY MICHA E L W A Y L E O L A N E LE O L A N E JACOB DRIVE BERN A R D L A N E B E R N A R D L A N E COACHMAN LANE NE MI C H A E L W A Y JACOB DRIVE WL5 WL2 WL 3 WL4 WL1 WL1 WL1 C.R. 42 (140TH ST NW) C. R . 2 1 (E A G L E C R E E K A V E N E ) C. R . 2 1 (E A G L E C R E E K A V E N E ) PI K E L A K E T R A I L N E FOU N T A I N H I L L S D R N E FOUNTAIN HILLS DR (PUB L I C ) (P U B L I C ) (P U B L I C ) (P U B L I C ) (PUBLIC) SU R R E Y LA N E N E CA R R I A G E LA N E N E CO A C H M A N LA N E CARRIAG E H I L L S P W K Y (PUBLIC ) IMPACT IMPACT IMPACT IMPACT 30' AVERAGE WETLAND BUFFER IMPACT IMPACT 2 4 . 3 4 ' 72.1' 20.83' 25 . 9 3 ' 27.39' 46.29' 20.13' 2 3 . 9 4 ' 2 6 . 9 1 ' 78.81' ALL ORGANIC/UNSUITABLE MATERIAL WILL NEED TO BE EXCAVATED. DEVELOPER TO FILL WITH SUITABLE SUBGRADE MATERIAL. ORGANIC AND UNSUITABLE MATERIAL TO BE REDISTRIBUTED OVER OPEN AREAS. 2 1 . 7 1 ' Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ W E T L A N D . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 7 : 2 6 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 61 79 0 SCALE IN FEET 75 150 300 N 61 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 WETLAND IMPACT SUMMARY: WETLAND BUFFER CALCULATION: WETLAND BUFFERS AND SETBACK REQUIREMENTS: THE CITY OF PRIOR LAKE AND PRIOR LAKE-SPRING LAKE WATERSHED DISTRICT HAVE BUFFER REQUIREMENTS PER WETLAND DELINEATION REPORT. THE BUFFER REQUIREMENTS ARE AS FOLLOWS: WETLAND BUFFER WIDTH BUFFER WIDTH REQUIREMENT CLASS.AVERAGE MINIMUM CITY MANAGE 3 30 FT 20 FT PL-SLWD MANAGE 3 30 FT 15 FT MNRAM REQUIRED AVG.PROPOSED AVG.PROPOSED REQUIRED PROVIDED WETLAND CLASS.BUFFER WIDTH**BUFFER WIDTH MIN. WIDTH BUFFER AREA BUFFER AREA WETLAND 4 MANAGE 3 30 FT 30 FT 30 FT 96,840 SF 118,924 SF **BUFFER AVERAGING CAN BE USED ONLY WHEN NECESSARY, PROVIDED THAT THE MINIMUM BUFFER WIDTH IS EQUAL TO OR GREATER THAN ONE-HALF THE AVERAGE REQUIRED BUFFER WIDTH. ***REQUIRED BUFFER WIDTH IS BASED ON THE WETLAND BOUNDARY DELINEATED BY KJOLHAUG ENVIRONMENTAL SERVICES. LEGEND: PROPERTY LINE LOT LINE ROW WETLAND IMPACT EXISTING WETLAND TO REMAIN WETLAND BUFFER PROVIDED WETLAND BUFFER BOUNDARY MONUMENT NOTE: WETLAND 1 IS LOCATED OFFSITE AND WILL NOT BE IMPACTED. Pr i o r L a k e , MN Vi e r l i n g R i d g e We t l a n d M a n a g e m e n t P l a n - O v e r v i e w WATERSHED WETLAND INVENTORY CLASS AREA IMPACTED AREA REMAINING AREA WETLAND 1 PROTECT 82,520 SF (1.89 AC)NONE ALL WETLAND 2 MANAGE 3 10,922 SF (0.25 AC)ALL NONE WETLAND 3 MANAGE 3 547 SF (0.01 AC)ALL NONE WETLAND 4 MANAGE 3 583,814 SF (13.40 AC)70,256 SF (1.61 AC)513,558 SF (11.79 AC) WETLAND 5 MANAGE 3 10,297 SF (0.24 AC)ALL NONE CA R R I A G E L A N E N E FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT C OUTLOT C OUTLOT C OUTLOT D OUTLOT D OUTLOT D OUTLOT D OL A COACHMAN LANE NE SU M M I T L A N E MICHAEL WAY MICHAEL WAY MICHA E L W A Y L E O L A N E LE O L A N E JACOB DRIVE BERN A R D L A N E B E R N A R D L A N E COACHMAN LANE NE MI C H A E L W A Y JACOB DRIVE WL4 WL1 C. R . 2 1 (E A G L E C R E E K A V E N E ) FOU N T A I N H I L L S D R N E FOUNTAIN HILLS DR (PUB L I C ) (P U B L I C ) SU R R E Y LA N E N E CA R R I A G E LA N E N E CARRIAG E H I L L S P W K Y (PUBLIC )MONUMENT SIGN FURNISH AND INSTALL TEMPORARY BARRICADES WITH FUTURE THRU STREET SIGN STORM SEWER MARKING SIGN (TYP) OM 1 - 2 (1 8 x 1 8 ) R 1 - 1 ( 3 0 x 3 0 ) R O A D C R O A D D R 1 - 1 ( 3 0 x 3 0 ) R O A D C S U R R E Y L A N E N E R1 - 1 (3 0 x 3 0 ) RO A D E RO A D B R1-1 (30 x 30) SURREY LANE NE CARRIAGE HILLS PWKY R1 - 1 (3 0 x 3 0 ) FO U N T A I N H I L L S D R EA G L E C R E E K A V E N E R1- 1 (30 x 3 0 ) SUR R R E Y L A N E N E FOU N T A I N H I L L S D R R 1 - 1 ( 3 0 x 3 0 ) FURNISH AND INSTALL TEMPORARY BARRICADES WITH FUTURE THRU STREET SIGN W 1 1 - 2 ( 3 0 x 3 0 ) W 1 1 - 2 ( 3 0 x 3 0 ) R4 - 7 C (2 4 X 3 0 ) OM 1 - 2 (1 8 x 1 8 ) R4 - 7 C (2 4 X 3 0 ) W3- 1 (30 x 3 0 ) 13 . 8 3 ' 42 . 6 6 ' F - F 80 ' RO W 80' ROW 36' F-F FURNISH AND INSTALL TEMPORARY BARRICADES WITH FUTURE THRU STREET SIGN FURNISH AND INSTALL TEMPORARY BARRICADES WITH FUTURE THRU STREET SIGN SIGN SCHEDULE Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ S I G N A G E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 7 : 4 8 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Ben Palazzolo 61668 BJP JJR 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 Civil Engineer under the laws of the State of MN. 09/09/2026 62 79 0 SCALE IN FEET 50 100 200 N 62 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 SIGN SCHEDULE LEGEND: STREET SIGN STORM SEWER MARKING SIGN WETLAND BUFFER BOUNDARY MONUMENT Pr i o r L a k e , MN Vi e r l i n g R i d g e Si g n a g e P l a n CA R R I A G E L A N E N E FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT C OUTLOT C OUTLOT C OUTLOT D OUTLOT D OUTLOT D OUTLOT D OL A COACHMAN LANE NE CO A C H M A N L A N E N E SU M M I T L A N E MICHAEL WAY MICHAEL WAY MICHA E L W A Y L E O L A N E LE O L A N E JACOB DRIVE BERN A R D L A N E B E R N A R D L A N E COACHMAN LANE NE MI C H A E L W A Y JACOB DRIVE WL4 WL1 C. R . 2 1 (E A G L E C R E E K A V E N E ) P I K E L A K E T R A I L N E FOU N T A I N H I L L S D R N E FOUNTAIN HILLS DR (PUB L I C ) ( P U B L I C ) (P U B L I C ) SU R R E Y LA N E N E CA R R I A G E LA N E N E CO A C H M A N LA N E CARRIAG E H I L L S P W K Y (PUBLIC ) 7 - BM 7 - AE 7 - PO 3 - NS 3 - BH3 - BF 5 - NS 3 - BH 3 - BF 3 - NF 5 - WP 3 - BH 3 - JL 5 - NS3 - JL 4 - HL 3 - HL 3 - PC 1 - HL 1 - AE 1 - RB1 - SW1 - KC 1 - PO 1 - RB 1 - RB 1 - WP 1 - RB 1 - WP 1 - RB 3 - NF 1 - SB 5 - BF 6 - BM 4 - AE 2 - NF1 - SB 1 - SB 5 - SL 1 - CH 1 - SW 4 - PO 6 - SL 3 - JL * * * * * * * * ** ** * * * ** * * 1 - RO 1 - RO 5 - RO * * Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ L A N D S C A P E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 8 : 2 3 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 63 79 0 SCALE IN FEET 60 120 240 N 63 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 LEGEND Pr i o r L a k e , MN Vi e r l i n g R i d g e La n d s c a p i n g P l a n - O v e r v i e w Know what's below. Call before you dig. R Dial 811 0 SCALE IN FEET 60 120 240 N · · · · · · LANDSCAPE REQUIREMENTS: LANDSCAPE NOTES LANDSCAPE SCHEDULE - PHASE ONE SEEDING NOTES S U R R E Y L A N E N E E Y L A N E N E S U R R E Y L A N E N E 1 2 3 4 3 2 1 5 B L O C K 2 B L O C K 1 BLOCK 3 6 5 3 2 1 4 OUTLOT C OUTLOT D OUTLOT D OUTLOT D COACHMAN LANE NE L E O L A N E P I K E L A K E T R A I L N E ( P U B L I C ) 7 - PO 1 - RB 1 - CH 1 - SW 4 - PO 5 - RO Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ L A N D S C A P E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 8 : 2 5 P M www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 64 79 0 SCALE IN FEET 25 50 100 N 64 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 Pr i o r L a k e , MN Vi e r l i n g R i d g e La n d s c a p i n g P l a n - V i e w A S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 6 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT D OL A CO A C H M A N L A N E N E MICHA E L W A Y LE O L A N E JACOB DRIVE MI C H A E L W A Y SU R R E Y L A N E N E CO A C H M A N L A N E CARRIAG E H I L L S P W K Y (PUBLIC ) 7 - BM 7 - AE 7 - PO 3 - NS 3 - BH3 - BF 5 - NS 3 - BH 3 - BF 3 - NF 5 - WP 3 - BH 3 - JL 5 - NS3 - JL 4 - HL 3 - HL 1 - HL 1 - AE 1 - RB1 - SW1 - KC 1 - PO 1 - RB 1 - RB 1 - WP 1 - RB 1 - WP 1 - RB 3 - NF 1 - SB 5 - BF 6 - BM 4 - AE 2 - NF1 - SB 1 - SB 5 - SL 1 - CH 1 - SW 4 - PO 6 - SL 3 - JL * * * * * * * * ** ** * * * ** * * 1 - RO 1 - RO 5 - RO * * Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ L A N D S C A P E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 8 : 2 6 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 65 79 0 SCALE IN FEET 25 50 100 N 65 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 Pr i o r L a k e , MN Vi e r l i n g R i d g e La n d s c a p i n g P l a n - V i e w B CA R R I A G E L A N E N E BLOCK 3 678 5 34 BLOCK 4 4 3 2 1 234BLOCK 5 OL A OUTLOT C OUTLOT C OUTLOT C OL A SU M M I T L A N E MICHAEL WAY MICHAEL WAY JACOB DRIVE BERN A R D L A N E BERNAR D L A N E JACOB DRIVE C. R . 2 1 (E A G L E C R E E K A V E N E ) (P U B L I C ) CA R R I A G E LA N E N E CARRIAG E H I L L S P W K Y (PUBLIC ) 5 - NS3 - JL 3 - PC 2 - NF1 - SB 1 - SB Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ L A N D S C A P E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 8 : 2 8 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 66 79 0 SCALE IN FEET 25 50 100 N 66 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 Pr i o r L a k e , MN Vi e r l i n g R i d g e La n d s c a p i n g P l a n - V i e w C FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E OUTLOT C OUTLOT D OUTLOT D B E R N A R D L A N E COACHMAN LANE NE WL4 WL1 Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ L A N D S C A P E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 8 : 3 0 P M www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 67 79 0 SCALE IN FEET 25 50 100 N 67 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 Pr i o r L a k e , MN Vi e r l i n g R i d g e La n d s c a p i n g P l a n - V i e w D 12 - WLC 8 - BBH 3 - DNS 10 - AFS 18 - ACJ 7 - MBF 12 - RSD BOULDERS 3 - DNS 8 - RSD Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ L A N D S C A P E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 8 : 3 1 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 68 79 0 SCALE IN FEET 5 10 20 N 68 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 MEDIAN PLANTING PLAN TYPICAL 4 & 6 UNIT TOWNHOME LANDSCAPE: TOWNHOME LANDSCAPE SCHEDULE: 4 UNIT TYPICAL 6 UNIT TYPICAL 68 4 MULCH AT SIDEWALK NOT TO SCALE NOTES: 1.REFER TO LANDSCAPE PLAN SHEET NOTES FOR COLOR AND TYPE OF MULCH. CONCRETE SIDEWALK 2" M I N . MULCH TO BE LEVEL AT SIDEWALK MULCH SEE NOTES 4" T Y P . PLANTING SOIL DEPTH VARIES SEE LANDSCAPE PLAN NOTES FILTER FABRIC MIRAFI OR EQUAL 68 5 MULCH AT SOD NOT TO SCALE NOTES: 1.REFER TO LANDSCAPE PLAN SHEET NOTES FOR COLOR AND TYPE OF MULCH. SOD 2" M I N . POLY EDGING MULCH SEE NOTES 4" T Y P . PLANTING SOIL DEPTH VARIES SEE LANDSCAPE PLAN NOTES FILTER FABRIC MIRAFI OR EQUAL 12" SPIKE MULCH TO BE LEVEL WITH FINISHED GRADE PERENNIAL PLANTING NOT TO SCALE68 3 EQUAL SPACING PERENNIALS (TYP.), PLANT IN STAGGERED ROWS UNLESS OTHERWISE SHOWN ON LANDSCAPE PLAN MIN. 3"-4" DEPTH HARDWOOD MULCH OVER FILTER FABRIC, SEE NOTES FOR TYPE & COLOR. MIN. 12" PLANTING SOIL AS SPECIFIED, SEE NOTES. UNDISTURBED AND UNCOMPACTED SUBGRADE 68 2 SHRUB PLANTING NOT TO SCALE PROVIDE MULCH, DO NOT BURY STEMS OR TRUNK. SEE NOTES FOR TYPE AND DEPTH REQUIRED. UNDISTURBED AND UNCOMPACTED SUBGRADE PRUNE DEAD AND BROKEN BRANCHES ROOT BALL SHOULD SIT DIRECTLY ON TOP OF UNDISTURBED SOIL. BACKFILL WITH TOPSOIL FROM HOLE AND WATER THOROUGHLY. PROVIDE PLANTING SOIL AS SPECIFIED IN NOTES. PROVIDE FILTER FABRIC, MIRAFI OR EQUAL PLANT TOP OF ROOT BALL 1-2" ABOVE SURROUNDING GRADE. PREPARE PLANTING AREA 3X THE DIAMETER OF THE ROOTBALL L-2.0 1 TREE PLANTING NOT TO SCALE NOTES: 1.TREE STAKING IS OPTIONAL. 2.DO NOT PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS AND BROKEN OR DEAD BRANCHES. 3.FOR TREES IN CONTAINERS, REMOVE CONTAINER PRIOR TO PLANTING. FOR BARE ROOT TREES, PLACE TREE IN MIDDLE OF PLANTING HOLE, SPREAD ROOTS OUT RADIALLY FROM THE TRUNK AROUND THE PREPARED HOLE. PREPARE PLANTING AREA 3X THE DIAMETER OF THE ROOTBALL OR PER PLAN IF PLANTED IN A BIORETENTION OR LARGER PLANTING AREA PLACE ROOTBALL ON UNEXCAVATED OR TAMPED SOIL EXPOSE TRUNK FLARE MULCH RING, DIAMETER PER PLAN OR LANDSCAPE NOTES. PLACE MULCH SO NOT IN CONTACT WITH BASE OF TREE. COMPLETELY REMOVE AND DISPOSE OF ALL TWINE, ROPE AND BASKETS. DISPOSE INTO PROPER LOCATION. TAMP SOIL AROUND ROOTBALL BASE FIRMLY WITH FOOT PRESSURE SO THAT THE ROOT BALL DOES NOT SHIFT. PLANTING SOIL, BACKFILL PLACED IN 6" LIFTS GUYING PLAN SOD UNDISTURBED SUBSOIL ROOTBALL PRUNE DEAD AND BROKEN BRANCHES 16" POLY STRAP, 40 MIL. 1-1/2" WIDE 1 FLAG PER WIRE 3-GUY CABLES, DOUBLE STRAND, 14 GA. WIRES AT 120° SPACING, SEE GUYING PLAN 18" MIN.MACHINE EDGE V-DITCH AROUND ALL TREES IN SODDED AREAS 2"X2"X24" WOODEN STAKE AT AN ANGLE Pr i o r L a k e , MN Vi e r l i n g R i d g e La n d s c a p i n g P l a n - E n l a r g e m e n t s & D e t a i l s MEDIAN PLANTING PLAN WL4 WL1 C. R . 2 1 (E A G L E C R E E K A V E N E ) P I K E L A K E T R A I L N E FOU N T A I N H I L L S D R N E FOUNTAIN HILLS DR (PUB L I C ) ( P U B L I C ) (P U B L I C ) SU R R E Y LA N E N E CO A C H M A N LA N E CARRIAG E H I L L S P W K Y (PUBLIC ) CA R R I A G E L A N E N E FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 678 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT C OUTLOT C OUTLOT C OUTLOT D OUTLOT D OUTLOT D OUTLOT D OL A COACHMAN LANE NE CO A C H M A N L A N E N E SU M M I T L A N E MICHAEL WAY MICHAEL WAY MICHA E L W A Y L E O L A N E LE O L A N E JACOB DRIVE BERN A R D L A N E B E R N A R D L A N E COACHMAN LANE NE MI C H A E L W A Y JACOB DRIVE Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ T R E E - P R E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 8 : 5 8 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 69 79 0 SCALE IN FEET 60 120 240 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l 2220189-00 69 Pr i o r L a k e , MN Vi e r l i n g R i d g e Tr e e P r e s e r v a t i o n P l a n - O v e r v i e w TREE REPLACEMENT CALCULATIONS LEGEND: PLAN NOTE: TREE PROTECTION SHALL BE PROVIDED BY CONTRACTOR AS REQUIRED TO ENSURE SURVIVABILITY OF EXISTING TREES TO REMAIN. NO HEAVY EQUIPMENT SHALL BE STORED WITHIN THE TREE DRIP LINE AS DESIGNATED ABOVE. ELEVATION 4' ORANGE SNOW FENCE WITH POSTS 8' O.C. AT DRIP LINE OF OUTER MOST BRANCHES DRIP LINE TREE PROTECTION FENCE NO SCALE1 TREE PRESERVATION NOTES: TREE PRESERVATION REQUIREMENTS P I K E L A K E T R A I L N E ( P U B L I C ) S U R R E Y L A N E N E E Y L A N E N E S U R R E Y L A N E N E 1 2 3 4 3 2 1 5 B L O C K 2 B L O C K 1 BLOCK 3 6 5 3 2 1 4 OUTLOT C OUTLOT D OUTLOT D OUTLOT D COACHMAN LANE NE L E O L A N E 4706 4707 4708 4709 4711 4712 4713 4714 4715 4717 4718 4719 4720 4721 4722 4723 4724 4725 4726 4727 4728 4729 4730 4731 4732 4733 4734 4735 4736 4737 4738 4739 4740 4741 4742 4743 4744 4745 4746 4747 4748 4749 4750 4751 4752 4753 4754 4755 4756 4757 4758 4759 4760 47614762 4763 4764 4765 4766 4767 4768 4769 4770 4771 4772 4773 4774 4775 4776 4777 4778 4779 4780 4781 4782 4783 4784 4785 4786 4787 4788 4789 4790 4791 4792 4793 4794 4795 4796 4797 4798 4799 4800 4801 4802 4803 4804 4805 4806 4807 4808 4809 4810 4811 4812 4813 4815 4816 4817 4818 4819 4820 4821 4822 4823 4824 4825 4826 4827 4828 4829 4830 4831 4832 4833 4834 4835 4836 4837 4838 4839 4840 4842 4841 4843 4844 4845 4846 4847 4848 4849 4850 4851 4852 4853 4854 4855 4856 4857 4858 4859 4860 4861 4862 4863 4864 4865 4866 4867 4868 4869 4870 4871 4872 4873 4874 4875 4876 4877 4878 4879 4880 4881 4882 4883 4886 48874888 4889 4890 4891 4892 4893 4894 4895 4896 4897 4898 4899 4900 4901 4906 4903 4904 4905 4907 4908 4909 4910 4911 4912 4913 4915 4914 4916 4917 4918 4919 4920 4921 4922 4923 4924 4925 4926 4927 4928 4929 4930 4931 4932 4934 4935 4936 4933 4937 4938 4939 4940 4941 4942 4943 4944 4945 4946 4947 4948 4949 4950 4951 4952 4953 4954 4955 4956 4957 49584959 4961 4960 4962 4963 4964 4965 4966 49674968 4969 4970 4971 4972 4973 4974 4975 4976 4977 4978 4979 4980 4981 4982 4983 4984 4985 4986 4987 4988 4989 4990 4991 4992 4993 49944997 4995 4996 4998 4999 5000 8001 8002 8003 8004 8005 8006 8007 8008 8009 80108011 8013 8015 8016 8017 8018 8019 8020 8021 8022 8023 8024 8025 8026 80278028 8029 80308031 8032 8034 80358037 8038 8039 8040 8041 8042 8043 80448045 8046 8047 8048 8049 8050 8051 8053 8052 8054 80558056 8057 8059 8060 80618062 8063 8064 8065 8066 8067 8068 8069 8070 80718072 8073 8074 8075 8076 8077 80788079 8080 8081 8082 8083 8084 8085 8086 8087 8088 8089 8090 8091 8092 8093 8094 8095 8096 8097 8098 8099 8100 8201 8202 8203 8204 82058206 8207 8208 8209 8210 8211 8212 8213 8214 8215 8216 8217 8218 8219 8220 8221 8222 8223 8224 8225 8226 8227 8228 8229 8230 8231 8232 8233 8234 8235 8236 8238 8239 8240 8241 8242 8243 8244 8245 8246 82478248 8249 8250 8251 8252 8253 8254 8255 8256 82578258 8259 8260 8261 8262 8263 8264 8265 8266 8267 8268 8269 8270 8271 8272 8273 8274 8275 8276 8277 8278 8279 8280 8281 8282 8283 8284 8285 8286 8287 8288 8289 8290 8291 8292 8293 8294 8295 8296 8297 8300 82988299 8301 8302 8303 8304 8305 8306 8307 8309 8308 8310 8311 8312 8313 8314 8315 8316 8317 8318 83198320 8321 8322 8323 832483258326 8327 8328 8329 8330 8331 83328333 8334 8335 8336 8337 8338 8339 8340 8341 8342 8343 8344 8345 8346 8347 8348 8349 8351 8350 8352 83538354 8355 83568357 8358 8359 8360 8361 8362 8363 8364 8365 8366 8367 8368 8369 8370 8371 8372 8373 8374 8375 8376 8377 8378 8379 8380 8381 8382 8383 8384 8385 8386 8387 8388 8389 8390 8391 8392 8393 8394 8395 8396 8397 8398 8399 8400 8401 8402 8403 8404 8405 8406 84078408 8409 8411 8410 8412 8413 8414 8415 8416 8417 8418 8419 8420 8421 8422 8423 8424 8425 8426 8427 8428 8429 8430 8431 8432 8433 8434 8435 8436 8437 8438 8439 8440 84418442 8443 8444 8445 8446 8447 8448 8449 8450 8451 8452 8453 8454 8455 8456 8457 8458 8460 8461 8462 8463 8465 8466 8468 8472 8473 8474 8475 8476 8477 8478 8479 8480 8481 8482 8483 8484 8485 8486 8487 8488 8489 8490 8491 8492 8493 8494 8495 8496 8497 8498 8499 8101 8103 8105 8107 8109 8110 8111 8112 8113 8114 8115 8116 8117 8118 8119 8120 8121 8122 8123 81248126 8125 8127 8128 8129 8130 8131 8132 8133 8134 8135 8136 8137 8138 8139 8140 8141 8143 8144 8145 8147 8148 8149 8151 8152 8154 8157 8158 8159 8161 8162 8163 8164 8165 8166 8167 8168 8170 8171 4902 8058 8033 4884 4885 8237 8012 8014 8036 8459 8464 8467 8469 8470 8471 8500 8102 8104 8106 8108 8142 8146 8150 8153 8155 8156 8160 8169 4710 4814 Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ T R E E - P R E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 9 : 0 1 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 70 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 2220189-00 70 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Pr i o r L a k e , MN Vi e r l i n g R i d g e Tr e e P r e s e r v a t i o n P l a n - V i e w A SU R R E Y L A N E N E CO A C H M A N L A N E CARRIAG E H I L L S P W K Y (PUBLIC ) S U R R E Y L A N E N E S U R R E Y L A N E N E 1 2 3 19 18 17 16 15 14 13 12 11 7 4 8 10 9 3 2 1 5 6 BLOCK 2 B L O C K 2 B L O C K 2 B L O C K 1 BLOCK 3 6 5 3 2 1 4 BLOCK 4 4 3 2 1 1234BLOCK 5 1 2 3 4 BLO C K 6 1 2 3 4 BL O C K 7 OL A O U T L O T B OUTLOT C OUTLOT D OL A CO A C H M A N L A N E N E MICHA E L W A Y LE O L A N E JACOB DRIVE MI C H A E L W A Y 8367 8368 8369 8370 8371 8372 8373 8374 8375 8376 8377 8378 8379 8380 8381 8382 8383 8384 8385 8386 8387 8388 8389 8390 8391 8392 8393 8394 8395 8396 8397 8398 8399 8400 8401 8402 8403 8404 8405 8406 84078408 8409 8410 8426 8440 84418442 84438444 8445 8446 8447 8448 8449 8450 8451 8452 8453 8454 8455 8456 8457 8458 8460 8461 8462 8463 8465 8466 8468 8472 8473 8474 8475 8476 8477 8478 8479 8480 8481 8482 8483 8484 8485 8495 8496 8497 8498 8499 8101 8103 8105 8107 8109 8110 8111 8112 8113 8114 8115 8116 8118 8143 8144 8145 8147 8148 8149 8151 8152 8154 8157 8158 8159 8161 8162 8163 8164 8165 8166 8167 8168 8170 8171 8172 8174 8175 8176 8178 8180 8182 8183 8184 8185 8187 8188 818981908191 81928193 8717 87188719 8720 87218722 8723 8724 8725 872687278728 8729 8732 8731 8730 8733 8734 8735 8736 8737 8738 8739 8740 8741 8742 8743 8744 8745 87478747 8748 8749 8751 8752 8755 8756 8757 8459 8464 8467 8469 8470 8471 8500 8102 8104 8106 8108 8142 8146 8150 8153 8155 8156 8160 8169 8173 8177 8179 8181 8186 Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ T R E E - P R E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 9 : 0 4 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 71 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 2220189-00 71 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Pr i o r L a k e , MN Vi e r l i n g R i d g e Tr e e P r e s e r v a t i o n P l a n - V i e w B C. R . 2 1 (E A G L E C R E E K A V E N E ) (P U B L I C ) CA R R I A G E LA N E N E CARRIAG E H I L L S P W K Y (PUBLIC ) CA R R I A G E L A N E N E BLOCK 3 678 5 34 BLOCK 4 4 3 2 1 234BLOCK 5 OL A OUTLOT C OUTLOT C OUTLOT C OL A SU M M I T L A N E MICHAEL WAY MICHAEL WAY JACOB DRIVE BERN A R D L A N E BERNAR D L A N E JACOB DRIVE 4650 4651 8194 8195 8196 8197 8198 8199 8200 8501 8502 8503 8504 8505 8506 85078508 85098510 8511 8516 8517 8512 85138514 8515 8518 8519 8520 8521 8522 8523 8524 8525 8526 8527 8528 8529 8539 8541 8540 8542 8543 8544 8545 8546 8547 8548 8549 8550 8551 8552 8553 8554 85558556 8557 8558 8559 8560 8561 8562 8564 8563 8565 8566 8567 8568 8569 8570 85718572 8573 8574 8575 8576 8577 8578 8579 8580 8581 8582 8583 8584 8585 8586 8587 8588 8589 8590 8591 8592 8593 8594 8595 8596 8597 8598 8599 8600 8601 8602 8603 8604 8606 8605 8607 8608 8609 8610 8611 8612 8613 8614 8615 8616 8617 8618 8619 8620 8621 8622 8623 8624 8625 8626 8627 8628 8629 8630 8631 8632 8633 8634 8635 86368637 8638 8639 8640 8641 8642 8643 8644 8645 8646 8647 8648 8649 8650 8651 8652 86538654 8655 8656 8657 8658 8659 8660 8662 86638664 8665 8666 8667 8668 8669 8670 8671 8672 8673 8674 8675 8676 8677 8678 8679 8680 8681 8682 8683 8684 8685 8686 8687 8688 8689 8690 8691 8692 8693 8694 8695 8696 8697 8698 8699 8700 8701 8702 8703 8704 8705 8706 8707 8708 8709 8710 8711 8712 8716 8713 8714 8715 8720 87218722 8723 8724 8725 872687278728 8729 8732 8731 8730 8733 8734 8735 8736 8737 8738 8739 8740 8741 8742 8743 8744 8745 87478747 8748 8749 8750 8751 8752 8753 8754 8755 8756 87578758 8759 8760 8761 8762 8763 8764 8765 8766 8767 87688769 8771 8770 87728773 8774 8775 8776 8777 8778 8779 8780 8781 8783 8782 8784 8785 8786 8787 8788 87898790 8791 8792 8793 8794 8795 8796 8797 87988799 88008801 8802 8803 8804 8805 8806 8807 8808 8809 8810 8811 8812 8813 8814 8815 8817 8818 8816 8819 8821 8822 8823 8824 8825 8826 8827 8828 8829 8830 8831 8832 8833 8834 8835 8836 8837 8838 8839 8840 8841 8842 8843 8844 8845 8846 8847 8848 8850 8849 8851 8852 8853 8854 8855 8856 8857 8858 8859 8860 8861 8862 8863 8864 8865 8866 8867 8868 8869 8870 8871 8872 8873 8874 8875 8876 8877 8878 88798880 8881 88828883 8884 8885 8886 8887 8889 8888 8890 8891 8892 8893 8894 8895 8896 8897 8898 8899 8900 89018902 8903 8904 8905 8906 8907 8909 8908 8910 8911 8912 8913 8914 8915 8916 8917 8918 8919 8920 8921 8922 8923 Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ T R E E - P R E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 9 : 0 7 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 72 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 2220189-00 72 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Pr i o r L a k e , MN Vi e r l i n g R i d g e Tr e e P r e s e r v a t i o n P l a n - V i e w C WL4 WL1 FOUNTAIN HILLS DRIVE NE S U R R E Y L A N E N E S U R R E Y L A N E N E OUTLOT C OUTLOT D OUTLOT D B E R N A R D L A N E COACHMAN LANE NE 4590 4591 4592 4593 4594 4595 4596 4597 4598 4599 4600 4601 4602 4603 4604 4605 4606 4607 4608 4609 4610 4611 4612 4613 4614 4615 4616 4617 4618 4619 4620 46214622 4623 4624 4625 4626 4627 4628 4629 4630 4631 4632 4633 4634 4635 4636 4637 4638 4639 4640 4641 4642 4643 4644 4645 4646 4647 4648 4649 4650 4651 4652 4653 4654 4655 4656 4657 4658 4659 4660 4661 4662 4663 4664 4665 4666 4667 4668 4669 4670 4671 4672 4673 4674 4675 4676 4677 4678 4679 4680 4681 4682 4683 4684 4685 4686 4687 4688 4689 4690 4691 4692 4693 4694 4695 4696 46974698 4699 4700 4701 4702 4703 4704 4705 4706 4707 4708 4709 4711 4712 4713 4714 4715 4717 4718 4719 4720 4721 4722 4723 4724 4725 4726 4901 8629 8630 8631 8632 8633 8634 8635 86368637 8638 8639 8640 8641 8642 8643 8644 8645 8646 8647 8648 8649 8650 8651 8652 86538654 8655 8656 8657 8658 8659 8660 8661 8662 86638664 8665 8666 8667 8668 8669 8670 8675 8676 86778679 8922 8932 8933 8934 8935 8936 8938 8939 8940 8941 8942 8943 8944 8945 8946 8947 8948 8949 89508951 8952 8953 8954 8955 8956 8957 8958 8959 8960 8961 8962 8963 8964 8965 8966 8967 8968 8969 8970 8971 8972 8973 8974 8975 6129 6130 6131 6132 6133 6134 6135 6136 6137 6138 6139 6140 6141 6142 6143 6144 6145 6146 6147 6148 6150 6151 6152 6153 6154 6155 6156 6157 6158 6159 6149 61606161 6162 6163 6164 6165 6166 6167 6168 6169 6170 6171 6172 6173 6175 6174 6176 6177 6178 61796180 6182 6183 6184 6185 6181 6187 6188 6194 6195 6196 6197 6198 6199 6200 6201 6202 6203 6204 6205 6206 6207 6208 6209 6210 6211 6212 6213 6214 6215 6216 6217 6218 6219 6220 6221 6223 6222 6226 6225 6224 6228 6227 6229 6230 6231 6232 6233 6234 6235 6236 6237 6239 6240 6241 6242 62436244 6245 6246 62476248 6249 6250 6251 6252 6253 6254 6255 6256 6257 6258 6259 6260 6261 6262 62636264 6266 6265 6267 6268 6269 62706271 62726273 6274 6275 6276 6277 6278 6279 6280 6281 6282 6283 6284 62856286 6287 6288 6289 6290 6291 6292 6293 6294 6238 6186 4710 Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ T R E E - P R E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 9 : 1 0 P M Know what's below. Call before you dig. R Dial 811 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 73 79 0 SCALE IN FEET 25 50 100 N Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 2220189-00 73 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Pr i o r L a k e , MN Vi e r l i n g R i d g e Tr e e P r e s e r v a t i o n P l a n - V i e w D Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ T R E E - P R E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 9 : 1 1 P M www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 74 79 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 2220189-00 74 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Pr i o r L a k e , MN Vi e r l i n g R i d g e Tr e e I n v e n t o r y Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ T R E E - P R E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 9 : 1 2 P M www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 75 79 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 2220189-00 75 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Pr i o r L a k e , MN Vi e r l i n g R i d g e Tr e e I n v e n t o r y 2 Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ T R E E - P R E S . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 9 : 1 3 P M www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Troy Muff 59799 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 Landscape Architect under the laws of the State of MN. 09/09/2026 76 79 Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 2220189-00 76 Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Pr i o r L a k e , MN Vi e r l i n g R i d g e Tr e e I n v e n t o r y 3 C.R. 21 (EAGLE CREEK AVE NE) FO U N T A I N HI L L S D R (PUBLIC) STA:15+95.38 OFF:46.92'L STA:11+15.22 OFF:48.29'L STA:6+46.19 OFF:17.33'R STA:11+26.16 OFF:5.98'L OUTLOT A 1 BLOCK 26 STA:16+76.11 OFF:38.00'L C.R. 21 (EAGLE CREEK AVE NE) FO U N T A I N HI L L S D R (PUBLIC) STA:6+46.01 OFF:14.67'R MATCH EX. CURB STA:15+95.53 OFF:46.92'L MATCH EX. CURB STA:15+05.38 OFF:53.58'L STA:12+30.64 OFF:52.06'L STA:14+55.19 OFF:39.27'L STA:12+30.73 OFF:39.56'L STA:11+15.22 OFF:48.29'L STA:8+55.65 OFF:2.30'R STA:11+25.17 OFF:0.59'L STA:11+25.17 OFF:3.59'L STA:11+19.37 OFF:14.09'R STA:9+00.71 OFF:14.69'R OUTLOT A 1 BLOCK 26 STA:16+76.11 OFF:38.00'L MATCH EX. CURB www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ T U R N L A N E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 9 : 5 2 P M Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Tu r n L a n e P l a n - E a g l e C r e e k A v e u e N E Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 77 79 77Know what's below. Call before you dig. R Dial 811 0 SCALE IN FEET 25 50 100 N SITE PLAN EXISTING CONDITIONS / DEMOLITION PLAN GENERAL NOTES: 1.ALL DIMENSIONS ARE TO FACE OF CURB AND STRIPING UNLESS OTHERWISE NOTED. 2.ALL STATIONING AND OFFSETS REFERENCE THE ADJACENT ALIGNMENT. 3.TYPICAL SECTION PROVIDED ON "SITE PLAN AND TYPICAL SECTION" SHEET 79. 4.REFER TO SHEETS 61 FOR DESIGN DETAIL OF INTERSECTIONS AND PEDESTRIAN RAMPS, ETC. 5.REFER TO SHEET 62 FOR DETAILS ON SIGNAGE. STRIPING NOTES LEGEND: 1.4" SOLID WHITE - 6" FROM LIP OF CURB 2.WHITE PAVEMENT MARKINGS AS SHOWN 3.4" SOLID WHITE - LANE STRIPE 4.4" SOLID YELLOW - 6" FROM LIP OF CURB 5.CROSSWALK MARKINGS: SEE CITY OF PRIOR LAKE DETAIL PLATE 619 NOTE: ALL STRIPING SHALL BE GROUND IN, PAINT TYPE IS MULTI COMPONENT. ALL SYMBOLS AND CROSSWALKS SHALL BE GROUND IN PAINT. C.R. 21 (EAGLE CREEK AVE NE) FO U N T A I N HI L L S D R (PUBLIC) OUTLOT A 1 BLOCK 26 C.R. 21 (EAGLE CREEK AVE NE) FO U N T A I N HI L L S D R (PUBLIC) OUTLOT A 1 BLOCK 26 www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ T U R N L A N E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 9 : 5 7 P M Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Tu r n L a n e P l a n - E a g l e C r e e k A v e u e N E Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 78 79 78Know what's below. Call before you dig. R Dial 811 0 SCALE IN FEET 25 50 100 N UTILITY PLAN GRADING PLAN www.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no. DA T E DE S C R I P T I O N Project No.: Drafted By: Designed By: Sheet of Fi l e L o c a t i o n : X: \ 2 0 2 2 \ 2 2 0 1 8 9 - V i e r l i n g P r o p e r t y \ p l a n s h e e t s \ P h a s e 1 \ T U R N L A N E . d w g P l o t t e d B y : Be n P a l a z z o l o o n Se p t e m b e r 9 , 2 0 2 6 a t 1: 5 9 : 5 8 P M Ci t y S u b m i t t a l Ci t y R e s u b m i t t a l Sh o p D r a w i n g R e v i e w 08 / 2 7 / 2 0 2 6 08 / 1 7 / 2 0 2 6 07 / 1 4 / 2 0 2 6 Co u n t y T u r n L a n e P l a n S u b m i t t a l 09 / 0 4 / 2 0 2 6 Ci t y R e s u b m i t t a l 09 / 0 9 / 2 0 2 6 Pr i o r L a k e , MN Ma s s G r a d i n g & P h a s e 1 F i n a l P l a t S u b m i t t a l Vi e r l i n g R i d g e Tu r n L a n e P l a n - N o t e s & D e t a i l s Ben Palazzolo 61668 BJP JJR 2220189-00 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 Civil Engineer under the laws of the State of MN. 09/09/2026 79 79 79Know what's below. Call before you dig. R Dial 811 NB RIGHT TURN LANE NOT TO SCALE SB LEFT TURN LANE NOT TO SCALE Vierling Ridge Storm Water Management Plan Prior Lake, MN Prepared For: Pulte Group 1650 W 82nd Street Suite 300 Bloomington, Minnesota 55431 Prepared By: Alliant Engineering, Inc. 733 Marquette Ave, Ste 700 Minneapolis, MN 55402 Vierling Ridge Stormwater Report September 9, 2026 Vierling Ridge Storm Water Management Plan September 9th, 2026 Alliant Engineering, Inc. Page 1 of 5 2220189-00 Introduction Included in this report are the materials necessary to review the stormwater management plan for the proposed Vierling Ridge development in Prior Lake, Minnesota. The following information is included: • Study Narrative • Drainage Area Maps • Rate Control HydroCAD Calculation Reports and Graphs • NURP HydroCAD Calculation • Water Quality Calculations: o Existing Conditions (P8) o MIDS estimating phosphorous removal efficiency for Biofiltration. o P8 estimating TSS removal efficiency for Ponds and Wetlands. o P8 estimating phosphorus removal efficiency for Ponds. • Storm sewer Sizing Spreadsheet • Atlas 14 Precipitation Estimate • Geotechnical Report Background This study was conducted to analyze the stormwater treatment requirements for a proposed residential subdivision in Prior Lake, MN and within Prior Lake Spring Lake Watershed District boundary. The study will show that the proposed stormwater management system will nullify the effects of the increased impervious cover resulting from the new development. The study assumes the following two scenarios: • Existing conditions – No on-site development • Proposed conditions – Development of the residential project. The 83.4-acre project site is contained within the 142.6-acre watershed bound by existing farmland to the north, existing homes to the east, Carriage Parkway to the south, and Eagle Creek Avenue to the west. Pulte Group is proposing to construct 86 single family homes, 80 twin homes, 96 townhomes and required infrastructure. Drainage maps provided show delineations based on full development. The stormwater management plan for the proposed conditions will meet the guidelines required by the City of Prior Lake and The Prior Lake Spring Lake Watershed District (PLSLWD) for stormwater quantity and quality. The following criterion was used in designing the stormwater management system: • Post-development peak runoff rate from the site for the 2 and 10-year 24-hour MSE 3 storm events (Atlas-14) must not be greater than existing condition rates in accordance with The City and PLSLWD • Post-development peak runoff rate for the 100-year 24-hour MSE 3 storm event must be less than or equal to .25 cfs per on site acre. With an on-site area of 83.4 acres, the peak runoff rate for the site shall be 20.85 cfs plus off site drainage that passes through the site. • Proposed stormwater BMPs must provide a minimum of 60% phosphorous removal efficiency and a 90% TSS removal efficiency in accordance with The City. • Ponds must provide a permanent pool equal to or greater than the 2.5” NURP event for onsite drainage to the pond. • Provide volume control equivalent to 1” of runoff from all new and reconstructed impervious surfaces, in accordance with City and PLSLWD requirements. Extended detention via ponding will provide a 50% volume control credit, biofiltration will provide a 65% volume control credit. • Pond emergency overflow for flows greater than 100-year event must be provided. Vierling Ridge Storm Water Management Plan September 9th, 2026 Alliant Engineering, Inc. Page 2 of 5 2220189-00 • A 10:1 safety bench shall be provided at the normal water line with 3:1 maximum slope below the NWL. The maximum slope from the NWL to the EOF shall be 4:1. • Provide 2’ of freeboard from the 100-year high water event or 1’ of freeboard from the EOF of any waterbody, whichever is greater. Runoff Rate Control All rate control calculations have been performed using the SCS method via HydroCAD software. Three events were modeled including: the 2-year, 10-year and 100-year, MSE 3 24-hour storm events with ATLAS-14 precipitation amounts of 2.84”, 4.23”, and 7.40” used, respectively. All existing and proposed curve numbers are based on estimations of land cover and soil type from the geotechnical report included in the appendix. Based on the geotechnical report, the hydrologic soil group was determined to be D soils. Times of concentration were typically estimated and modeled using the lag method for existing conditions. If a time of concentration was calculated below 7 minutes, then a direct Tc of 7 minutes was assumed. Tc was estimated for proposed conditions based on either a minimum direct time of 7 minutes, or greater based on the Tc calculated through the storm sewer design spreadsheet. specific drainage areas Existing Conditions The site consists of primarily straight row agricultures, wooded areas, 4 wetlands one single-family home, and multiple small buildings. Most of the site drains to Wetland 4, which drains via culvert off site to Wetland 1. The remainder of the site either drains to the Fountain Hills development or Pike Lake Trail. A portion of Carriage Parkway and approximately 40 acres of the Carriage Hills Development drains via storm sewer to Wetland 4. Approximately 42 Acres of the Carriage Hills Development drains to wetland 4 via 27” culvert. To compare peak discharge rates for the existing and proposed conditions, flows were analyzed in four locations: Wetland 1, Fountain Hills 2nd addition, Pike Lake Trail ROW, Carriage Hills Development, and two separate storm sewer catchments along Fountain Hills Parkway. The site runoff rate table below shows the existing rates leaving the site. Refer to the existing conditions drainage map and HydroCAD report for additional information and detailed calculations. Site composite existing runoff rate as calculated by HydroCAD: Proposed Conditions The proposed residential development project includes the removal of the existing homes, construction of 86 single-family homes, 80 twin homes, 96 townhomes and construction of required infrastructure. The project will include the construction of 3 biofiltration basins and 2 ponds rate control, volume control, and nutrient reduction. Event Wetland 1 (cfs) Fountain Hills 2nd (cfs) 14153 Fountain SW Storm Sewer (cfs) 2 year (2.84” 24hr) 4.08 5.80 5.31 10 year (4.23” 24hr) 6.60 12.27 11.16 100 year (7.40” 24hr) 13.56 28.70 25.91 Event 14153 Fountain SE Storm Sewer (cfs) Pike Lake Trail (cfs) Carriage Hills Development (cfs) 2 year (2.84” 24hr) 20.44 0.99 0.95 10 year (4.23” 24hr) 43.81 2.08 1.59 100 year (7.40” 24hr) 103.66 4.82 3.03 Vierling Ridge Storm Water Management Plan September 9th, 2026 Alliant Engineering, Inc. Page 3 of 5 2220189-00 Stormwater runoff from the new roadways, all the front yards, and most backyards will be collected by storm sewer and piped to either a biofiltration basin, a pond, or Wetland 4. The proposed stormwater management plan decreases the peak discharge rates to below existing conditions for the 2 and 10-year storms. In addition to decreasing the 100-year discharge rate, the stormwater management plan will decrease the peak discharge rate to .25 cfs per on site acre. With an on-site drainage area of 83.4 acres, and offsite drainage that passes through the site (Catchment O2 100-yr rate of 15.75, O3 100-yr rate of 7.73), the total allowable discharge rate from the development shall be no greater than 44.33 cfs. Refer to the proposed conditions drainage map and HydroCAD report sheets for additional information. Site composite proposed runoff rate as calculated by HydroCAD: Stormwater Volume Control Due to the presence of type D soils, volume control will be achieved through a combination of Extended detention ponding and biofiltration. Per City guidelines 50% of extended detention ponding and 65% of biofiltration volume will be credited towards meeting the volume control requirement. The total proposed impervious surface from proposed roadways, driveways, buildings, and sidewalks is 29.761 acres (1,296,408 sf). The 1” abstraction volume is 108,034 cf. The abstraction volume credit provided via biofiltration is 40,387 cf. The basin consists of a 1.5’ sand section where perforated draintile will be installed at a rate of at least 1 LF per 50 CF of filtration volume. The abstraction volume credit provided via extended detention is 69,654 cf. The total volume of abstraction credit provided will be 110,041 cf. Filtration Volume Calculations: *Drawdown time is calculated as the depth of Biofiltration provided divided by the assumed filtration rate of the media of 0.8 inches/hour For extended detention to be used for volume control, each pond must meet the following criteria: -The permanent pool of the pond must be greater than or equal to the 2.5” NURP volume -The discharge rate at the top of the water quality volume must be less than or equal to 5.66 cfs/acre at the water quality volume (WQV) elevation. Event Wetland 1 (cfs) Fountain Hills 2nd (cfs) 14153 Fountain SW Storm Sewer (cfs) 14153 Fountain SE Storm Sewer (cfs) 2 year (2.87” 24 hr) 1.38 2.29 1.93 5.22 10 year (4.27” 24 hr) 2.12 4.12 3.35 10.37 100 year (7.29” 24 hr) 3.31 8.38 6.62 22.74 Event Pike Lake Trail (cfs) Carriage Hills Development (cfs) Total (cfs) 2 year (2.87” 24 hr) 0.13 0.31 10 year (4.27” 24 hr) 0.27 0.52 100 year (7.29” 24 hr) 0.58 1.01 42.64 Biofiltration Basin Impervious Area Received (sf) Basin Volume (cf) Volume Control Credit Provided (cf) Drawdown Time* (hr) 1 155,386 49,437 32,134 22.5 2 207,931 8,312 5,403 15 3 55,488 4,384 2,850 22.5 Total 40,387 Vierling Ridge Storm Water Management Plan September 9th, 2026 Alliant Engineering, Inc. Page 4 of 5 2220189-00 Pond NURP Calculations Pond NURP Volume (ACFT) Impervious Area Received (sf) Required ‘deadpool’ volume (cf) Provided ‘dead pool’ volume (cf) 1 4.753 798,038 207,041 210,221 2 0.235 19,095 10,237 10,262 Fountain Hills Wetlands At the request of The City, an analysis of the wetland in the Fountain Hills development has been completed to compare the existing and proposed conditions. Existing and Proposed Conditions of the Fountain Hills Wetland. Stormwater Quality The project must meet The City requirement that stormwater BMPs must provide 60% TP and 90% TSS removal efficiency. P8 has been used to calculate the removal efficiency of the Ponds and Wetland 4 (TSS only). MIDS has been used to calculate the removal efficiency of the biofiltration basins. The calculations have been completed using the MIDS Calculator. The aggregate results are as follows: TSS and P loads as calculated by MIDS Calculator (lbs/year): TP to Biofiltration TP to Ponding/Offsite Total TP Generated TP Removed by Biofiltration TP Removed by Pond Total TP Removed Removal Efficiency 23.07 47.18 70.25 15.43 26.86 42.29 60.2% TSS to Biofiltration TSS to Ponding/Offsite Total TSS Generated TSS Removed by Biofiltration TSS Removed by Pond/Wetland Total TSS Removed Removal Efficiency 4,190.8 14,234.0 18,424.8 3,785.8 14,071.8 17,857.6 96.9% Spread Calculations. Surrey Lane NE and Fountain Hills Drive NE are required to provide adequate storm sewer to maintain spread at or below the State Aid Standards. Per State Aid Standards, the maximum allowable spread is half the driving lane plus the curb and gutter. Based on the roadway sections. The maximum allowable spread is 8.40’ along Fountain Hills Drive NE and 9.75’ along Surrey Lane NE. Spread calculations have been provided in the report using Hydraulic Toolbox for catch basins located on grade, and an spreadsheet Pond Water Quality Elevation Surface Area at WQV Elevation (sf) Maximum Discharge Rate at WQV (cfs) Discharge Rate at WQV (cfs) WQV provided (cf) Volume Control Credit Provided (cf) 1 879.2 76,443 9.93 7.25 110,840 55,420 2 887.0 12,366 1.61 1.57 28,468 14,234 Total 69,654 Existing Proposed 2 year (2.87” 24hr) 22.27 9.50 10 year (4.27” 24hr) 44.45 22.42 100 year (7.29” 24hr) 62.93 57.95 100-Year HWL 865.68 863.72 Vierling Ridge Storm Water Management Plan September 9th, 2026 Alliant Engineering, Inc. Page 5 of 5 2220189-00 calculating spread at roadway sags. As demonstrated in the calculations, the maximum spread on Fountain Hills Drive NE is 8.067’ and the maximum spread on Surrey Lane NE is 9.741’. Conclusion Alliant Engineering believes that the proposed design is acceptable for all parties involved. The peak discharge rates for the 2-year, 10-year and 100-year 24-hour storm events will be decreased from existing rates for the proposed conditions. The 100-year 24-hour storm event will produce a rate less than .25 cfs/acre. Sufficient runoff volume control has been provided by the stormwater management system to mitigate the proposed impervious surface additions. The proposed pond design exceeds the required amount of permanent pool volume. The proposed stormwater management system meets the TP and TSS removal efficiency requirements. Finally, the proposed grading and SWPPP plans will utilize Best Management Practices (BMPs) whenever possible to provide adequate erosion control measures to contain sediment during construction. Please call me at 651-788-9616 with any questions or comments regarding stormwater for the Vierling Ridge development. Sincerely, Ben Palazzolo, PE Alliant Engineering, Inc. CC: File 220189 11S (new Subcat) 23S 400 O1 O2 O3 O4 O5 O6O7 O8 S1 S2 S3 S4 S5 S6 S7 S8 Carriage Hills S9 11R (new Reach) 21R (new Reach) 22R (new Reach) 23R (new Reach) 24R (new Reach) 4-P Fountain Hills Wetland 8P Carriage Hills BMP WL2 Wetlland 2 WL4 Wetland 4 WL5 Wetland 5 1L 14153 Fountain SE Storm Sewer 2L 14153 Fountain SW Storm Sewer 3L Fountain Hills 2nd 4L Pike Lake Trail 5L Carriage Hills Development WL1 Wetland 1 Routing Diagram for 220189 - EDRN Prepared by Alliant Engineering, Inc, Printed 8/15/2026 HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 2HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 38.200 75 1/4 acre lots, 38% imp, HSG B (S8) 5.600 61 >75% Grass cover, Good, HSG B (S8) 1.702 80 >75% Grass cover, Good, HSG D (O1, O4, O5, O6, O7, O8) 5.440 61 GREEN (11S, 23S, 400) 0.705 98 IMP (11S, 23S, 400) 1.003 78 Meadow, non-grazed, HSG D (O1) 74.085 77 Pervious Area Per PLSLWD (S1, S2, S3, S4, S5, S6, S7, S9) 2.072 89 Row crops, straight row, Good, HSG D (O1) 1.068 98 Unconnected roofs, HSG D (O1, O2, O3, O6, O7, O8, S1, S7) 9.303 98 Water Surface, 0% imp, HSG D (S1) 3.395 77 Woods, Good, HSG D (O1, O2, O3, O4, O5) 142.574 77 TOTAL AREA MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 3HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: (new Subcat) Runoff = 2.27 cfs @ 12.14 hrs, Volume= 0.119 af, Depth> 2.39" Routed to Reach 11R : (new Reach) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (ac) CN Description * 0.564 98 IMP * 0.034 61 GREEN 0.598 96 Weighted Average 0.034 5.69% Pervious Area 0.564 94.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 11S: (new Subcat) Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=0.598 ac Runoff Volume=0.119 af Runoff Depth>2.39" Tc=7.0 min CN=96 2.27 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 4HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Runoff = 0.25 cfs @ 12.15 hrs, Volume= 0.012 af, Depth= 0.81" Routed to Reach 23R : (new Reach) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (ac) CN Description * 0.063 98 IMP * 0.121 61 GREEN 0.184 74 Weighted Average 0.121 65.76% Pervious Area 0.063 34.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 23S: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 0.26 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 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=0.184 ac Runoff Volume=0.012 af Runoff Depth=0.81" Tc=7.0 min CN=74 0.25 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 5HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 400: Runoff = 1.92 cfs @ 12.19 hrs, Volume= 0.150 af, Depth= 0.34" Routed to Pond 4-P : Fountain Hills Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (ac) CN Description * 0.078 98 IMP * 5.285 61 GREEN 5.363 62 Weighted Average 5.285 98.55% Pervious Area 0.078 1.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 400 0.1000 0.84 Lag/CN Method, Subcatchment 400: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=5.363 ac Runoff Volume=0.150 af Runoff Depth=0.34" Flow Length=400' Slope=0.1000 '/' Tc=7.9 min CN=62 1.92 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 6HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O1: Runoff = 10.01 cfs @ 12.16 hrs, Volume= 0.503 af, Depth= 1.39" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 90,264 89 Row crops, straight row, Good, HSG D 43,702 78 Meadow, non-grazed, HSG D 9,827 77 Woods, Good, HSG D 3,464 98 Unconnected roofs, HSG D 42,662 80 >75% Grass cover, Good, HSG D 189,919 84 Weighted Average 186,455 98.18% Pervious Area 3,464 1.82% Impervious Area 3,464 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 400 0.0270 0.82 Lag/CN Method, Subcatchment O1: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=189,919 sf Runoff Volume=0.503 af Runoff Depth=1.39" Flow Length=400' Slope=0.0270 '/' Tc=8.2 min CN=84 10.01 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 7HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O2: Runoff = 3.23 cfs @ 12.15 hrs, Volume= 0.157 af, Depth= 0.96" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (ac) CN Adj Description 0.068 98 Unconnected roofs, HSG D 1.885 77 Woods, Good, HSG D 1.953 78 77 Weighted Average, UI Adjusted 1.885 96.52% Pervious Area 0.068 3.48% Impervious Area 0.068 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O2: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=1.953 ac Runoff Volume=0.157 af Runoff Depth=0.96" Tc=7.0 min UI Adjusted CN=77 3.23 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 8HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O3: Runoff = 1.65 cfs @ 12.15 hrs, Volume= 0.080 af, Depth= 1.02" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Adj Description 3,322 98 Unconnected roofs, HSG D 37,607 77 Woods, Good, HSG D 40,929 79 78 Weighted Average, UI Adjusted 37,607 91.88% Pervious Area 3,322 8.12% Impervious Area 3,322 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O3: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=40,929 sf Runoff Volume=0.080 af Runoff Depth=1.02" Tc=7.0 min UI Adjusted CN=78 1.65 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 9HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O4: Runoff = 0.94 cfs @ 12.15 hrs, Volume= 0.045 af, Depth= 1.02" Routed to Pond WL5 : Wetland 5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 13,091 77 Woods, Good, HSG D 10,186 80 >75% Grass cover, Good, HSG D 23,277 78 Weighted Average 23,277 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O4: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=23,277 sf Runoff Volume=0.045 af Runoff Depth=1.02" Tc=7.0 min CN=78 0.94 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 10HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O5: Runoff = 0.20 cfs @ 12.29 hrs, Volume= 0.015 af, Depth= 1.02" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 5,235 77 Woods, Good, HSG D 2,332 80 >75% Grass cover, Good, HSG D 7,567 78 Weighted Average 7,567 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 1,030 0.0370 0.95 Lag/CN Method, Subcatchment O5: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 0.22 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 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=7,567 sf Runoff Volume=0.015 af Runoff Depth=1.02" Flow Length=1,030' Slope=0.0370 '/' Tc=18.0 min CN=78 0.20 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 11HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O6: Runoff = 0.31 cfs @ 12.14 hrs, Volume= 0.015 af, Depth= 1.76" Routed to Link 5L : Carriage Hills Development Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 2,372 98 Unconnected roofs, HSG D 2,136 80 >75% Grass cover, Good, HSG D 4,508 89 Weighted Average 2,136 47.38% Pervious Area 2,372 52.62% Impervious Area 2,372 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O6: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 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 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=4,508 sf Runoff Volume=0.015 af Runoff Depth=1.76" Tc=7.0 min CN=89 0.31 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 12HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O7: Runoff = 0.64 cfs @ 12.14 hrs, Volume= 0.031 af, Depth= 1.84" Routed to Link 5L : Carriage Hills Development Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 4,815 98 Unconnected roofs, HSG D 4,114 80 >75% Grass cover, Good, HSG D 8,929 90 Weighted Average 4,114 46.07% Pervious Area 4,815 53.93% Impervious Area 4,815 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O7: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=8,929 sf Runoff Volume=0.031 af Runoff Depth=1.84" Tc=7.0 min CN=90 0.64 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 13HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O8: Runoff = 3.07 cfs @ 12.14 hrs, Volume= 0.153 af, Depth= 2.01" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 26,981 98 Unconnected roofs, HSG D 12,706 80 >75% Grass cover, Good, HSG D 39,687 92 Weighted Average 12,706 32.02% Pervious Area 26,981 67.98% Impervious Area 26,981 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O8: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=39,687 sf Runoff Volume=0.153 af Runoff Depth=2.01" Tc=7.0 min CN=92 3.07 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 14HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 65.41 cfs @ 12.26 hrs, Volume= 4.446 af, Depth= 1.19" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description * 1,543,920 77 Pervious Area Per PLSLWD 405,259 98 Water Surface, 0% imp, HSG D 905 98 Unconnected roofs, HSG D 1,950,084 81 Weighted Average 1,949,179 99.95% Pervious Area 905 0.05% Impervious Area 905 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.4 1,030 0.0370 1.05 Lag/CN Method, Subcatchment S1: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=1,950,084 sf Runoff Volume=4.446 af Runoff Depth=1.19" Flow Length=1,030' Slope=0.0370 '/' Tc=16.4 min CN=81 65.41 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 15HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S2: Runoff = 5.70 cfs @ 12.15 hrs, Volume= 0.277 af, Depth= 0.96" Routed to Pond WL5 : Wetland 5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description * 150,470 77 Pervious Area Per PLSLWD 150,470 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S2: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 6 5 4 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=150,470 sf Runoff Volume=0.277 af Runoff Depth=0.96" Tc=7.0 min CN=77 5.70 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 16HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Runoff = 7.86 cfs @ 12.21 hrs, Volume= 0.476 af, Depth= 0.96" Routed to Pond WL2 : Wetlland 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description * 258,933 77 Pervious Area Per PLSLWD 258,933 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 590 0.0350 0.81 Lag/CN Method, Subcatchment S3: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=258,933 sf Runoff Volume=0.476 af Runoff Depth=0.96" Flow Length=590' Slope=0.0350 '/' Tc=12.2 min CN=77 7.86 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 17HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S4: Runoff = 5.31 cfs @ 12.15 hrs, Volume= 0.257 af, Depth= 0.96" Routed to Link 2L : 14153 Fountain SW Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description * 139,958 77 Pervious Area Per PLSLWD 139,958 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S4: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 5 4 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=139,958 sf Runoff Volume=0.257 af Runoff Depth=0.96" Tc=7.0 min CN=77 5.31 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 18HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Runoff = 18.89 cfs @ 12.37 hrs, Volume= 1.620 af, Depth= 0.96" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description * 880,600 77 Pervious Area Per PLSLWD 880,600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 1,500 0.0400 1.04 Lag/CN Method, Subcatchment S5: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 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 2-year Rainfall=2.84" Runoff Area=880,600 sf Runoff Volume=1.620 af Runoff Depth=0.96" Flow Length=1,500' Slope=0.0400 '/' Tc=24.1 min CN=77 18.89 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 19HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff = 5.80 cfs @ 12.19 hrs, Volume= 0.328 af, Depth= 0.96" Routed to Link 3L : Fountain Hills 2nd Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description * 178,326 77 Pervious Area Per PLSLWD 178,326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 810 0.0810 1.31 Lag/CN Method, Subcatchment S6: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 6 5 4 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=178,326 sf Runoff Volume=0.328 af Runoff Depth=0.96" Flow Length=810' Slope=0.0810 '/' Tc=10.3 min CN=77 5.80 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 20HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S7: Runoff = 1.92 cfs @ 12.15 hrs, Volume= 0.093 af, Depth= 0.96" Routed to Link WL1 : Wetland 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Adj Description 1,715 98 Unconnected roofs, HSG D * 48,909 77 Pervious Area Per PLSLWD 50,624 78 77 Weighted Average, UI Adjusted 48,909 96.61% Pervious Area 1,715 3.39% Impervious Area 1,715 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S7: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=50,624 sf Runoff Volume=0.093 af Runoff Depth=0.96" Tc=7.0 min UI Adjusted CN=77 1.92 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 21HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Carriage Hills Runoff = 27.13 cfs @ 12.47 hrs, Volume= 2.777 af, Depth= 0.76" Routed to Pond 8P : Carriage Hills BMP Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (ac) CN Description 5.600 61 >75% Grass cover, Good, HSG B 38.200 75 1/4 acre lots, 38% imp, HSG B 43.800 73 Weighted Average 29.284 66.86% Pervious Area 14.516 33.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment S8: Carriage Hills Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=43.800 ac Runoff Volume=2.777 af Runoff Depth=0.76" Tc=30.0 min CN=73 27.13 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 22HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Runoff = 0.99 cfs @ 12.15 hrs, Volume= 0.048 af, Depth= 0.96" Routed to Link 4L : Pike Lake Trail Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description * 26,042 77 Pervious Area Per PLSLWD 26,042 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S9: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=26,042 sf Runoff Volume=0.048 af Runoff Depth=0.96" Tc=7.0 min CN=77 0.99 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 23HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 11R: (new Reach) Inflow Area = 0.598 ac, 94.31% Impervious, Inflow Depth > 2.39" for 2-year event Inflow = 2.27 cfs @ 12.14 hrs, Volume= 0.119 af Outflow = 2.27 cfs @ 12.14 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Routed to Reach 24R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 14.50 fps, Min. Travel Time= 0.0 min Avg. Velocity = 4.11 fps, Avg. Travel Time= 0.1 min Peak Storage= 4 cf @ 12.14 hrs Average Depth at Peak Storage= 0.25' , Surface Width= 0.87' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 16.19 cfs 12.0" Round Pipe n= 0.013 Length= 28.0' Slope= 0.2064 '/' Inlet Invert= 870.27', Outlet Invert= 864.49' Reach 11R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Inflow Area=0.598 ac Avg. Flow Depth=0.25' Max Vel=14.50 fps 12.0" Round Pipe n=0.013 L=28.0' S=0.2064 '/' Capacity=16.19 cfs 2.27 cfs 2.27 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 24HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 21R: (new Reach) Inflow Area = 23.890 ac, 3.23% Impervious, Inflow Depth = 1.00" for 2-year event Inflow = 21.12 cfs @ 12.36 hrs, Volume= 1.988 af Outflow = 21.12 cfs @ 12.36 hrs, Volume= 1.988 af, Atten= 0%, Lag= 0.0 min Routed to Pond 4-P : Fountain Hills Wetland Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 11.65 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.64 fps, Avg. Travel Time= 0.1 min Peak Storage= 56 cf @ 12.36 hrs Average Depth at Peak Storage= 1.12' , Surface Width= 1.99' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 34.95 cfs 24.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0239 '/' Inlet Invert= 862.74', Outlet Invert= 862.00' Reach 21R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 23 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=23.890 ac Avg. Flow Depth=1.12' Max Vel=11.65 fps 24.0" Round Pipe n=0.013 L=31.0' S=0.0239 '/' Capacity=34.95 cfs 21.12 cfs 21.12 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 25HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 22R: (new Reach) Inflow Area = 23.292 ac, 0.89% Impervious, Inflow Depth = 0.96" for 2-year event Inflow = 20.53 cfs @ 12.36 hrs, Volume= 1.869 af Outflow = 20.53 cfs @ 12.36 hrs, Volume= 1.869 af, Atten= 0%, Lag= 0.1 min Routed to Reach 24R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 11.59 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.47 fps, Avg. Travel Time= 0.4 min Peak Storage= 177 cf @ 12.36 hrs Average Depth at Peak Storage= 1.10' , Surface Width= 1.99' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.05 cfs 24.0" Round Pipe n= 0.013 Length= 100.0' Slope= 0.0240 '/' Inlet Invert= 866.89', Outlet Invert= 864.49' Reach 22R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 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=23.292 ac Avg. Flow Depth=1.10' Max Vel=11.59 fps 24.0" Round Pipe n=0.013 L=100.0' S=0.0240 '/' Capacity=35.05 cfs 20.53 cfs 20.53 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 26HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 23R: (new Reach) Inflow Area = 0.184 ac, 34.24% Impervious, Inflow Depth = 0.81" for 2-year event Inflow = 0.25 cfs @ 12.15 hrs, Volume= 0.012 af Outflow = 0.24 cfs @ 12.17 hrs, Volume= 0.012 af, Atten= 3%, Lag= 0.9 min Routed to Reach 22R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 1.96 fps, Min. Travel Time= 1.1 min Avg. Velocity = 0.66 fps, Avg. Travel Time= 3.4 min Peak Storage= 16 cf @ 12.17 hrs Average Depth at Peak Storage= 0.20' , Surface Width= 0.91' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 4.57 cfs 15.0" Round Pipe n= 0.013 Length= 134.0' Slope= 0.0050 '/' Inlet Invert= 867.56', Outlet Invert= 866.89' Reach 23R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 0.26 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=0.184 ac Avg. Flow Depth=0.20' Max Vel=1.96 fps 15.0" Round Pipe n=0.013 L=134.0' S=0.0050 '/' Capacity=4.57 cfs 0.25 cfs 0.24 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 27HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 24R: (new Reach) Inflow Area = 23.890 ac, 3.23% Impervious, Inflow Depth > 1.00" for 2-year event Inflow = 21.13 cfs @ 12.36 hrs, Volume= 1.988 af Outflow = 21.12 cfs @ 12.36 hrs, Volume= 1.988 af, Atten= 0%, Lag= 0.1 min Routed to Reach 21R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 11.67 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.64 fps, Avg. Travel Time= 0.3 min Peak Storage= 132 cf @ 12.36 hrs Average Depth at Peak Storage= 1.12' , Surface Width= 1.99' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.03 cfs 24.0" Round Pipe n= 0.013 Length= 73.0' Slope= 0.0240 '/' Inlet Invert= 864.49', Outlet Invert= 862.74' Reach 24R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 23 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=23.890 ac Avg. Flow Depth=1.12' Max Vel=11.67 fps 24.0" Round Pipe n=0.013 L=73.0' S=0.0240 '/' Capacity=35.03 cfs 21.13 cfs 21.12 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 28HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4-P: Fountain Hills Wetland Inflow Area = 29.253 ac, 2.90% Impervious, Inflow Depth = 0.88" for 2-year event Inflow = 22.27 cfs @ 12.35 hrs, Volume= 2.138 af Outflow = 3.24 cfs @ 13.59 hrs, Volume= 2.131 af, Atten= 85%, Lag= 74.3 min Primary = 3.24 cfs @ 13.59 hrs, Volume= 2.131 af Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 863.13' @ 13.59 hrs Surf.Area= 67,375 sf Storage= 48,593 cf Plug-Flow detention time= 264.5 min calculated for 2.131 af (100% of inflow) Center-of-Mass det. time= 262.3 min ( 1,102.4 - 840.1 ) Volume Invert Avail.Storage Storage Description #1 862.00' 343,597 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 862.00 17,001 0 0 863.00 63,453 40,227 40,227 864.00 94,116 78,785 119,012 865.00 116,304 105,210 224,222 866.00 122,446 119,375 343,597 Device Routing Invert Outlet Devices #1 Primary 862.00'12.0" Round RCP_Round 12" L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 862.00' / 861.50' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 865.40'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 7.00 18.00 27.00 110.00 126.00 132.00 Height (feet) 0.60 0.40 0.20 0.00 0.20 0.40 0.60 Primary OutFlow Max=3.24 cfs @ 13.59 hrs HW=863.13' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 3.24 cfs @ 4.57 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=862.00' (Free Discharge) 2=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 29HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 4-P: Fountain Hills Wetland Inflow Outflow Primary Secondary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 24 23 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=29.253 ac Peak Elev=863.13' Storage=48,593 cf 22.27 cfs 3.24 cfs 3.24 cfs 0.00 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 30HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 8P: Carriage Hills BMP Inflow Area = 43.800 ac, 33.14% Impervious, Inflow Depth = 0.76" for 2-year event Inflow = 27.13 cfs @ 12.47 hrs, Volume= 2.777 af Outflow = 3.05 cfs @ 14.05 hrs, Volume= 2.662 af, Atten= 89%, Lag= 95.0 min Primary = 3.05 cfs @ 14.05 hrs, Volume= 2.662 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 873.51' @ 14.05 hrs Surf.Area= 2.227 ac Storage= 1.578 af Plug-Flow detention time= 571.4 min calculated for 2.662 af (96% of inflow) Center-of-Mass det. time= 550.1 min ( 1,409.4 - 859.3 ) Volume Invert Avail.Storage Storage Description #1 872.75' 25.012 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 872.75 1.900 0.000 0.000 880.00 5.000 25.012 25.012 Device Routing Invert Outlet Devices #1 Primary 872.75'27.0" Round RCP_Round 27" L= 760.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 872.75' / 868.96' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.98 sf Primary OutFlow Max=3.05 cfs @ 14.05 hrs HW=873.51' TW=869.07' (Dynamic Tailwater) 1=RCP_Round 27" (Barrel Controls 3.05 cfs @ 3.81 fps) MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 31HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 8P: Carriage Hills BMP Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=43.800 ac Peak Elev=873.51' Storage=1.578 af 27.0" Round Culvert n=0.013 L=760.0' S=0.0050 '/' 27.13 cfs 3.05 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 32HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL2: Wetlland 2 Inflow Area = 5.944 ac, 0.00% Impervious, Inflow Depth = 0.96" for 2-year event Inflow = 7.86 cfs @ 12.21 hrs, Volume= 0.476 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 918.66' @ 24.75 hrs Surf.Area= 35,430 sf Storage= 20,751 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 #1 918.00' 415,378 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 918.00 27,502 0 0 919.00 39,523 33,513 33,513 920.00 53,205 46,364 79,877 921.00 67,913 60,559 140,436 922.00 83,483 75,698 216,134 923.00 99,996 91,740 307,873 924.00 115,014 107,505 415,378 Device Routing Invert Outlet Devices #1 Primary 923.20'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 9.30 78.60 140.20 192.90 203.00 Height (feet) 0.80 0.10 0.00 0.10 0.40 0.80 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=918.00' TW=867.70' (Dynamic Tailwater) 1=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 33HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond WL2: Wetlland 2 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=5.944 ac Peak Elev=918.66' Storage=20,751 cf 7.86 cfs 0.00 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 34HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL4: Wetland 4 Inflow Area = 103.945 ac, 14.66% Impervious, Inflow Depth > 0.92" for 2-year event Inflow = 73.11 cfs @ 12.25 hrs, Volume= 7.929 af Outflow = 4.05 cfs @ 17.41 hrs, Volume= 7.915 af, Atten= 94%, Lag= 310.1 min Primary = 4.05 cfs @ 17.41 hrs, Volume= 7.915 af Routed to Link WL1 : Wetland 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 869.14' @ 17.41 hrs Surf.Area= 259,302 sf Storage= 175,631 cf Plug-Flow detention time= 617.8 min calculated for 7.911 af (100% of inflow) Center-of-Mass det. time= 609.5 min ( 1,634.8 - 1,025.2 ) Volume Invert Avail.Storage Storage Description #1 867.70' 3,988,363 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 867.70 1 0 0 869.00 220,011 143,008 143,008 870.00 508,653 364,332 507,340 871.00 591,232 549,943 1,057,282 872.00 672,590 631,911 1,689,193 873.00 742,523 707,557 2,396,750 874.00 799,710 771,117 3,167,866 875.00 841,283 820,497 3,988,363 Device Routing Invert Outlet Devices #1 Primary 867.70'15.0" Round Culvert L= 207.8' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 867.70' / 866.96' S= 0.0036 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 1.23 sf #2 Primary 874.00'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 16.50 83.80 99.40 Height (feet) 1.00 0.00 0.00 1.00 Primary OutFlow Max=4.05 cfs @ 17.41 hrs HW=869.14' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.05 cfs @ 3.60 fps) 2=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 35HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond WL4: Wetland 4 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=103.945 ac Peak Elev=869.14' Storage=175,631 cf 73.11 cfs 4.05 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 36HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL5: Wetland 5 Inflow Area = 3.989 ac, 0.00% Impervious, Inflow Depth = 0.97" for 2-year event Inflow = 6.64 cfs @ 12.15 hrs, Volume= 0.322 af Outflow = 0.39 cfs @ 13.55 hrs, Volume= 0.151 af, Atten= 94%, Lag= 84.0 min Primary = 0.39 cfs @ 13.55 hrs, Volume= 0.151 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 906.40' @ 13.55 hrs Surf.Area= 18,296 sf Storage= 9,033 cf Plug-Flow detention time= 363.8 min calculated for 0.151 af (47% of inflow) Center-of-Mass det. time= 264.8 min ( 1,091.8 - 827.0 ) Volume Invert Avail.Storage Storage Description #1 905.40' 61,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 905.40 1 0 0 906.00 10,891 3,268 3,268 907.00 29,636 20,264 23,531 908.00 47,028 38,332 61,863 Device Routing Invert Outlet Devices #1 Primary 906.30'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 13.40 22.30 89.20 127.50 Height (feet) 1.70 0.70 0.00 0.70 1.70 #2 Primary 906.50'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 18.40 28.20 70.50 82.00 96.90 Height (feet) 1.50 0.50 0.00 0.10 0.50 1.50 Primary OutFlow Max=0.39 cfs @ 13.55 hrs HW=906.40' TW=869.03' (Dynamic Tailwater) 1=Asymmetrical Weir (Weir Controls 0.39 cfs @ 0.40 fps) 2=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 37HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond WL5: Wetland 5 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=3.989 ac Peak Elev=906.40' Storage=9,033 cf 6.64 cfs 0.39 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 38HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: 14153 Fountain SE Storm Sewer Inflow Area = 23.108 ac, 0.62% Impervious, Inflow Depth = 0.96" for 2-year event Inflow = 20.44 cfs @ 12.36 hrs, Volume= 1.856 af Primary = 20.44 cfs @ 12.36 hrs, Volume= 1.856 af, Atten= 0%, Lag= 0.0 min Routed to Reach 22R : (new Reach) Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 1L: 14153 Fountain SE Storm Sewer Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 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=23.108 ac 20.44 cfs 20.44 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 39HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 2L: 14153 Fountain SW Storm Sewer Inflow Area = 3.213 ac, 0.00% Impervious, Inflow Depth = 0.96" for 2-year event Inflow = 5.31 cfs @ 12.15 hrs, Volume= 0.257 af Primary = 5.31 cfs @ 12.15 hrs, Volume= 0.257 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 2L: 14153 Fountain SW Storm Sewer Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=3.213 ac 5.31 cfs 5.31 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 40HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 3L: Fountain Hills 2nd Inflow Area = 4.094 ac, 0.00% Impervious, Inflow Depth = 0.96" for 2-year event Inflow = 5.80 cfs @ 12.19 hrs, Volume= 0.328 af Primary = 5.80 cfs @ 12.19 hrs, Volume= 0.328 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 3L: Fountain Hills 2nd Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=4.094 ac 5.80 cfs 5.80 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 41HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 4L: Pike Lake Trail Inflow Area = 0.598 ac, 0.00% Impervious, Inflow Depth = 0.96" for 2-year event Inflow = 0.99 cfs @ 12.15 hrs, Volume= 0.048 af Primary = 0.99 cfs @ 12.15 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 4L: Pike Lake Trail Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 1 0 Inflow Area=0.598 ac 0.99 cfs 0.99 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 42HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 5L: Carriage Hills Development Inflow Area = 0.308 ac, 53.49% Impervious, Inflow Depth = 1.81" for 2-year event Inflow = 0.95 cfs @ 12.14 hrs, Volume= 0.047 af Primary = 0.95 cfs @ 12.14 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 5L: Carriage Hills Development Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 1 0 Inflow Area=0.308 ac 0.95 cfs 0.95 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 43HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link WL1: Wetland 1 Inflow Area = 105.108 ac, 14.53% Impervious, Inflow Depth > 0.91" for 2-year event Inflow = 4.08 cfs @ 17.19 hrs, Volume= 8.008 af Primary = 4.08 cfs @ 17.19 hrs, Volume= 8.008 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link WL1: Wetland 1 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=105.108 ac 4.08 cfs 4.08 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 44HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: (new Subcat) Runoff = 3.47 cfs @ 12.14 hrs, Volume= 0.187 af, Depth> 3.76" Routed to Reach 11R : (new Reach) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (ac) CN Description * 0.564 98 IMP * 0.034 61 GREEN 0.598 96 Weighted Average 0.034 5.69% Pervious Area 0.564 94.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 11S: (new Subcat) Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=0.598 ac Runoff Volume=0.187 af Runoff Depth>3.76" Tc=7.0 min CN=96 3.47 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 45HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Runoff = 0.57 cfs @ 12.15 hrs, Volume= 0.027 af, Depth= 1.77" Routed to Reach 23R : (new Reach) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (ac) CN Description * 0.063 98 IMP * 0.121 61 GREEN 0.184 74 Weighted Average 0.121 65.76% Pervious Area 0.063 34.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 23S: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=0.184 ac Runoff Volume=0.027 af Runoff Depth=1.77" Tc=7.0 min CN=74 0.57 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 46HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 400: Runoff = 8.14 cfs @ 12.16 hrs, Volume= 0.442 af, Depth= 0.99" Routed to Pond 4-P : Fountain Hills Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (ac) CN Description * 0.078 98 IMP * 5.285 61 GREEN 5.363 62 Weighted Average 5.285 98.55% Pervious Area 0.078 1.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 400 0.1000 0.84 Lag/CN Method, Subcatchment 400: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=5.363 ac Runoff Volume=0.442 af Runoff Depth=0.99" Flow Length=400' Slope=0.1000 '/' Tc=7.9 min CN=62 8.14 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 47HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O1: Runoff = 18.40 cfs @ 12.15 hrs, Volume= 0.936 af, Depth= 2.57" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 90,264 89 Row crops, straight row, Good, HSG D 43,702 78 Meadow, non-grazed, HSG D 9,827 77 Woods, Good, HSG D 3,464 98 Unconnected roofs, HSG D 42,662 80 >75% Grass cover, Good, HSG D 189,919 84 Weighted Average 186,455 98.18% Pervious Area 3,464 1.82% Impervious Area 3,464 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 400 0.0270 0.82 Lag/CN Method, Subcatchment O1: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 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 10-year Rainfall=4.23" Runoff Area=189,919 sf Runoff Volume=0.936 af Runoff Depth=2.57" Flow Length=400' Slope=0.0270 '/' Tc=8.2 min CN=84 18.40 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 48HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O2: Runoff = 6.78 cfs @ 12.15 hrs, Volume= 0.324 af, Depth= 1.99" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (ac) CN Adj Description 0.068 98 Unconnected roofs, HSG D 1.885 77 Woods, Good, HSG D 1.953 78 77 Weighted Average, UI Adjusted 1.885 96.52% Pervious Area 0.068 3.48% Impervious Area 0.068 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O2: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=1.953 ac Runoff Volume=0.324 af Runoff Depth=1.99" Tc=7.0 min UI Adjusted CN=77 6.78 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 49HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O3: Runoff = 3.39 cfs @ 12.15 hrs, Volume= 0.162 af, Depth= 2.07" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Adj Description 3,322 98 Unconnected roofs, HSG D 37,607 77 Woods, Good, HSG D 40,929 79 78 Weighted Average, UI Adjusted 37,607 91.88% Pervious Area 3,322 8.12% Impervious Area 3,322 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O3: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=40,929 sf Runoff Volume=0.162 af Runoff Depth=2.07" Tc=7.0 min UI Adjusted CN=78 3.39 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 50HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O4: Runoff = 1.93 cfs @ 12.15 hrs, Volume= 0.092 af, Depth= 2.07" Routed to Pond WL5 : Wetland 5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 13,091 77 Woods, Good, HSG D 10,186 80 >75% Grass cover, Good, HSG D 23,277 78 Weighted Average 23,277 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O4: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=23,277 sf Runoff Volume=0.092 af Runoff Depth=2.07" Tc=7.0 min CN=78 1.93 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 51HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O5: Runoff = 0.42 cfs @ 12.28 hrs, Volume= 0.030 af, Depth= 2.07" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 5,235 77 Woods, Good, HSG D 2,332 80 >75% Grass cover, Good, HSG D 7,567 78 Weighted Average 7,567 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 1,030 0.0370 0.95 Lag/CN Method, Subcatchment O5: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 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 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=7,567 sf Runoff Volume=0.030 af Runoff Depth=2.07" Flow Length=1,030' Slope=0.0370 '/' Tc=18.0 min CN=78 0.42 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 52HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O6: Runoff = 0.52 cfs @ 12.14 hrs, Volume= 0.026 af, Depth= 3.04" Routed to Link 5L : Carriage Hills Development Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 2,372 98 Unconnected roofs, HSG D 2,136 80 >75% Grass cover, Good, HSG D 4,508 89 Weighted Average 2,136 47.38% Pervious Area 2,372 52.62% Impervious Area 2,372 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O6: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=4,508 sf Runoff Volume=0.026 af Runoff Depth=3.04" Tc=7.0 min CN=89 0.52 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 53HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O7: Runoff = 1.06 cfs @ 12.14 hrs, Volume= 0.054 af, Depth= 3.14" Routed to Link 5L : Carriage Hills Development Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 4,815 98 Unconnected roofs, HSG D 4,114 80 >75% Grass cover, Good, HSG D 8,929 90 Weighted Average 4,114 46.07% Pervious Area 4,815 53.93% Impervious Area 4,815 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O7: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=8,929 sf Runoff Volume=0.054 af Runoff Depth=3.14" Tc=7.0 min CN=90 1.06 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 54HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O8: Runoff = 4.94 cfs @ 12.14 hrs, Volume= 0.254 af, Depth= 3.34" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 26,981 98 Unconnected roofs, HSG D 12,706 80 >75% Grass cover, Good, HSG D 39,687 92 Weighted Average 12,706 32.02% Pervious Area 26,981 67.98% Impervious Area 26,981 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O8: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=39,687 sf Runoff Volume=0.254 af Runoff Depth=3.34" Tc=7.0 min CN=92 4.94 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 55HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 128.37 cfs @ 12.25 hrs, Volume= 8.641 af, Depth= 2.32" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description * 1,543,920 77 Pervious Area Per PLSLWD 405,259 98 Water Surface, 0% imp, HSG D 905 98 Unconnected roofs, HSG D 1,950,084 81 Weighted Average 1,949,179 99.95% Pervious Area 905 0.05% Impervious Area 905 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.4 1,030 0.0370 1.05 Lag/CN Method, Subcatchment S1: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=1,950,084 sf Runoff Volume=8.641 af Runoff Depth=2.32" Flow Length=1,030' Slope=0.0370 '/' Tc=16.4 min CN=81 128.37 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 56HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S2: Runoff = 12.00 cfs @ 12.15 hrs, Volume= 0.574 af, Depth= 1.99" Routed to Pond WL5 : Wetland 5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description * 150,470 77 Pervious Area Per PLSLWD 150,470 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S2: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=150,470 sf Runoff Volume=0.574 af Runoff Depth=1.99" Tc=7.0 min CN=77 12.00 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 57HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Runoff = 16.73 cfs @ 12.21 hrs, Volume= 0.987 af, Depth= 1.99" Routed to Pond WL2 : Wetlland 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description * 258,933 77 Pervious Area Per PLSLWD 258,933 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 590 0.0350 0.81 Lag/CN Method, Subcatchment S3: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=258,933 sf Runoff Volume=0.987 af Runoff Depth=1.99" Flow Length=590' Slope=0.0350 '/' Tc=12.2 min CN=77 16.73 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 58HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S4: Runoff = 11.16 cfs @ 12.15 hrs, Volume= 0.534 af, Depth= 1.99" Routed to Link 2L : 14153 Fountain SW Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description * 139,958 77 Pervious Area Per PLSLWD 139,958 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S4: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=139,958 sf Runoff Volume=0.534 af Runoff Depth=1.99" Tc=7.0 min CN=77 11.16 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 59HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Runoff = 40.66 cfs @ 12.36 hrs, Volume= 3.358 af, Depth= 1.99" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description * 880,600 77 Pervious Area Per PLSLWD 880,600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 1,500 0.0400 1.04 Lag/CN Method, Subcatchment S5: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 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 10-year Rainfall=4.23" Runoff Area=880,600 sf Runoff Volume=3.358 af Runoff Depth=1.99" Flow Length=1,500' Slope=0.0400 '/' Tc=24.1 min CN=77 40.66 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 60HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff = 12.27 cfs @ 12.19 hrs, Volume= 0.680 af, Depth= 1.99" Routed to Link 3L : Fountain Hills 2nd Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description * 178,326 77 Pervious Area Per PLSLWD 178,326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 810 0.0810 1.31 Lag/CN Method, Subcatchment S6: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=178,326 sf Runoff Volume=0.680 af Runoff Depth=1.99" Flow Length=810' Slope=0.0810 '/' Tc=10.3 min CN=77 12.27 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 61HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S7: Runoff = 4.04 cfs @ 12.15 hrs, Volume= 0.193 af, Depth= 1.99" Routed to Link WL1 : Wetland 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Adj Description 1,715 98 Unconnected roofs, HSG D * 48,909 77 Pervious Area Per PLSLWD 50,624 78 77 Weighted Average, UI Adjusted 48,909 96.61% Pervious Area 1,715 3.39% Impervious Area 1,715 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S7: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=50,624 sf Runoff Volume=0.193 af Runoff Depth=1.99" Tc=7.0 min UI Adjusted CN=77 4.04 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 62HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Carriage Hills Runoff = 65.05 cfs @ 12.45 hrs, Volume= 6.185 af, Depth= 1.69" Routed to Pond 8P : Carriage Hills BMP Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (ac) CN Description 5.600 61 >75% Grass cover, Good, HSG B 38.200 75 1/4 acre lots, 38% imp, HSG B 43.800 73 Weighted Average 29.284 66.86% Pervious Area 14.516 33.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment S8: Carriage Hills Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=43.800 ac Runoff Volume=6.185 af Runoff Depth=1.69" Tc=30.0 min CN=73 65.05 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 63HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Runoff = 2.08 cfs @ 12.15 hrs, Volume= 0.099 af, Depth= 1.99" Routed to Link 4L : Pike Lake Trail Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description * 26,042 77 Pervious Area Per PLSLWD 26,042 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S9: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=26,042 sf Runoff Volume=0.099 af Runoff Depth=1.99" Tc=7.0 min CN=77 2.08 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 64HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 11R: (new Reach) Inflow Area = 0.598 ac, 94.31% Impervious, Inflow Depth > 3.76" for 10-year event Inflow = 3.47 cfs @ 12.14 hrs, Volume= 0.187 af Outflow = 3.47 cfs @ 12.14 hrs, Volume= 0.187 af, Atten= 0%, Lag= 0.0 min Routed to Reach 24R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 16.37 fps, Min. Travel Time= 0.0 min Avg. Velocity = 4.77 fps, Avg. Travel Time= 0.1 min Peak Storage= 6 cf @ 12.14 hrs Average Depth at Peak Storage= 0.31' , Surface Width= 0.93' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 16.19 cfs 12.0" Round Pipe n= 0.013 Length= 28.0' Slope= 0.2064 '/' Inlet Invert= 870.27', Outlet Invert= 864.49' Reach 11R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.598 ac Avg. Flow Depth=0.31' Max Vel=16.37 fps 12.0" Round Pipe n=0.013 L=28.0' S=0.2064 '/' Capacity=16.19 cfs 3.47 cfs 3.47 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 65HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 21R: (new Reach) Inflow Area = 23.890 ac, 3.23% Impervious, Inflow Depth > 2.04" for 10-year event Inflow = 37.50 cfs @ 12.22 hrs, Volume= 4.059 af Outflow = 37.49 cfs @ 12.22 hrs, Volume= 4.059 af, Atten= 0%, Lag= 0.1 min Routed to Pond 4-P : Fountain Hills Wetland Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 12.68 fps, Min. Travel Time= 0.0 min Avg. Velocity = 4.43 fps, Avg. Travel Time= 0.1 min Peak Storage= 93 cf @ 12.22 hrs Average Depth at Peak Storage= 1.80' , Surface Width= 1.19' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 34.95 cfs 24.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0239 '/' Inlet Invert= 862.74', Outlet Invert= 862.00' Reach 21R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=23.890 ac Avg. Flow Depth=1.80' Max Vel=12.68 fps 24.0" Round Pipe n=0.013 L=31.0' S=0.0239 '/' Capacity=34.95 cfs 37.50 cfs 37.49 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 66HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 22R: (new Reach) Inflow Area = 23.292 ac, 0.89% Impervious, Inflow Depth = 1.99" for 10-year event Inflow = 44.01 cfs @ 12.34 hrs, Volume= 3.872 af Outflow = 35.05 cfs @ 12.25 hrs, Volume= 3.872 af, Atten= 20%, Lag= 0.0 min Routed to Reach 24R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 12.72 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.19 fps, Avg. Travel Time= 0.3 min Peak Storage= 314 cf @ 12.25 hrs Average Depth at Peak Storage= 2.00' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.05 cfs 24.0" Round Pipe n= 0.013 Length= 100.0' Slope= 0.0240 '/' Inlet Invert= 866.89', Outlet Invert= 864.49' Reach 22R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 48 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=23.292 ac Avg. Flow Depth=2.00' Max Vel=12.72 fps 24.0" Round Pipe n=0.013 L=100.0' S=0.0240 '/' Capacity=35.05 cfs 44.01 cfs 35.05 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 67HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 23R: (new Reach) Inflow Area = 0.184 ac, 34.24% Impervious, Inflow Depth = 1.77" for 10-year event Inflow = 0.57 cfs @ 12.15 hrs, Volume= 0.027 af Outflow = 0.55 cfs @ 12.16 hrs, Volume= 0.027 af, Atten= 2%, Lag= 0.6 min Routed to Reach 22R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 2.52 fps, Min. Travel Time= 0.9 min Avg. Velocity = 0.79 fps, Avg. Travel Time= 2.8 min Peak Storage= 30 cf @ 12.16 hrs Average Depth at Peak Storage= 0.29' , Surface Width= 1.06' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 4.57 cfs 15.0" Round Pipe n= 0.013 Length= 134.0' Slope= 0.0050 '/' Inlet Invert= 867.56', Outlet Invert= 866.89' Reach 23R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.184 ac Avg. Flow Depth=0.29' Max Vel=2.52 fps 15.0" Round Pipe n=0.013 L=134.0' S=0.0050 '/' Capacity=4.57 cfs 0.57 cfs 0.55 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 68HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 24R: (new Reach) Inflow Area = 23.890 ac, 3.23% Impervious, Inflow Depth > 2.04" for 10-year event Inflow = 37.52 cfs @ 12.22 hrs, Volume= 4.059 af Outflow = 37.50 cfs @ 12.22 hrs, Volume= 4.059 af, Atten= 0%, Lag= 0.1 min Routed to Reach 21R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 12.70 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.43 fps, Avg. Travel Time= 0.3 min Peak Storage= 218 cf @ 12.22 hrs Average Depth at Peak Storage= 1.80' , Surface Width= 1.21' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.03 cfs 24.0" Round Pipe n= 0.013 Length= 73.0' Slope= 0.0240 '/' Inlet Invert= 864.49', Outlet Invert= 862.74' Reach 24R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=23.890 ac Avg. Flow Depth=1.80' Max Vel=12.70 fps 24.0" Round Pipe n=0.013 L=73.0' S=0.0240 '/' Capacity=35.03 cfs 37.52 cfs 37.50 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 69HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4-P: Fountain Hills Wetland Inflow Area = 29.253 ac, 2.90% Impervious, Inflow Depth > 1.85" for 10-year event Inflow = 44.45 cfs @ 12.20 hrs, Volume= 4.501 af Outflow = 4.62 cfs @ 13.79 hrs, Volume= 4.493 af, Atten= 90%, Lag= 94.9 min Primary = 4.62 cfs @ 13.79 hrs, Volume= 4.493 af Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 863.99' @ 13.79 hrs Surf.Area= 93,718 sf Storage= 117,793 cf Plug-Flow detention time= 337.6 min calculated for 4.490 af (100% of inflow) Center-of-Mass det. time= 338.4 min ( 1,163.9 - 825.5 ) Volume Invert Avail.Storage Storage Description #1 862.00' 343,597 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 862.00 17,001 0 0 863.00 63,453 40,227 40,227 864.00 94,116 78,785 119,012 865.00 116,304 105,210 224,222 866.00 122,446 119,375 343,597 Device Routing Invert Outlet Devices #1 Primary 862.00'12.0" Round RCP_Round 12" L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 862.00' / 861.50' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 865.40'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 7.00 18.00 27.00 110.00 126.00 132.00 Height (feet) 0.60 0.40 0.20 0.00 0.20 0.40 0.60 Primary OutFlow Max=4.62 cfs @ 13.79 hrs HW=863.99' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 4.62 cfs @ 5.88 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=862.00' (Free Discharge) 2=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 70HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 4-P: Fountain Hills Wetland Inflow Outflow Primary Secondary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 48 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=29.253 ac Peak Elev=863.99' Storage=117,793 cf 44.45 cfs 4.62 cfs 4.62 cfs 0.00 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 71HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 8P: Carriage Hills BMP Inflow Area = 43.800 ac, 33.14% Impervious, Inflow Depth = 1.69" for 10-year event Inflow = 65.05 cfs @ 12.45 hrs, Volume= 6.185 af Outflow = 10.59 cfs @ 13.59 hrs, Volume= 6.065 af, Atten= 84%, Lag= 68.5 min Primary = 10.59 cfs @ 13.59 hrs, Volume= 6.065 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 874.26' @ 13.59 hrs Surf.Area= 2.544 ac Storage= 3.349 af Plug-Flow detention time= 382.2 min calculated for 6.065 af (98% of inflow) Center-of-Mass det. time= 371.3 min ( 1,212.2 - 840.9 ) Volume Invert Avail.Storage Storage Description #1 872.75' 25.012 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 872.75 1.900 0.000 0.000 880.00 5.000 25.012 25.012 Device Routing Invert Outlet Devices #1 Primary 872.75'27.0" Round RCP_Round 27" L= 760.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 872.75' / 868.96' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.98 sf Primary OutFlow Max=10.59 cfs @ 13.59 hrs HW=874.26' TW=869.64' (Dynamic Tailwater) 1=RCP_Round 27" (Barrel Controls 10.59 cfs @ 5.30 fps) MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 72HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 8P: Carriage Hills BMP Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=43.800 ac Peak Elev=874.26' Storage=3.349 af 27.0" Round Culvert n=0.013 L=760.0' S=0.0050 '/' 65.05 cfs 10.59 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 73HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL2: Wetlland 2 Inflow Area = 5.944 ac, 0.00% Impervious, Inflow Depth = 1.99" for 10-year event Inflow = 16.73 cfs @ 12.21 hrs, Volume= 0.987 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 919.23' @ 24.75 hrs Surf.Area= 42,686 sf Storage= 43,014 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 #1 918.00' 415,378 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 918.00 27,502 0 0 919.00 39,523 33,513 33,513 920.00 53,205 46,364 79,877 921.00 67,913 60,559 140,436 922.00 83,483 75,698 216,134 923.00 99,996 91,740 307,873 924.00 115,014 107,505 415,378 Device Routing Invert Outlet Devices #1 Primary 923.20'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 9.30 78.60 140.20 192.90 203.00 Height (feet) 0.80 0.10 0.00 0.10 0.40 0.80 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=918.00' TW=867.70' (Dynamic Tailwater) 1=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 74HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond WL2: Wetlland 2 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.944 ac Peak Elev=919.23' Storage=43,014 cf 16.73 cfs 0.00 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 75HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL4: Wetland 4 Inflow Area = 103.945 ac, 14.66% Impervious, Inflow Depth > 1.90" for 10-year event Inflow = 146.77 cfs @ 12.24 hrs, Volume= 16.420 af Outflow = 5.05 cfs @ 20.38 hrs, Volume= 16.401 af, Atten= 97%, Lag= 488.4 min Primary = 5.05 cfs @ 20.38 hrs, Volume= 16.401 af Routed to Link WL1 : Wetland 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 869.93' @ 20.38 hrs Surf.Area= 488,090 sf Storage= 471,835 cf Plug-Flow detention time= 1,092.4 min calculated for 16.392 af (100% of inflow) Center-of-Mass det. time= 1,086.8 min ( 2,048.5 - 961.7 ) Volume Invert Avail.Storage Storage Description #1 867.70' 3,988,363 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 867.70 1 0 0 869.00 220,011 143,008 143,008 870.00 508,653 364,332 507,340 871.00 591,232 549,943 1,057,282 872.00 672,590 631,911 1,689,193 873.00 742,523 707,557 2,396,750 874.00 799,710 771,117 3,167,866 875.00 841,283 820,497 3,988,363 Device Routing Invert Outlet Devices #1 Primary 867.70'15.0" Round Culvert L= 207.8' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 867.70' / 866.96' S= 0.0036 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 1.23 sf #2 Primary 874.00'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 16.50 83.80 99.40 Height (feet) 1.00 0.00 0.00 1.00 Primary OutFlow Max=5.05 cfs @ 20.38 hrs HW=869.93' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.05 cfs @ 4.11 fps) 2=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 76HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond WL4: Wetland 4 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=103.945 ac Peak Elev=869.93' Storage=471,835 cf 146.77 cfs 5.05 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 77HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL5: Wetland 5 Inflow Area = 3.989 ac, 0.00% Impervious, Inflow Depth = 2.00" for 10-year event Inflow = 13.92 cfs @ 12.15 hrs, Volume= 0.666 af Outflow = 5.08 cfs @ 12.32 hrs, Volume= 0.495 af, Atten= 64%, Lag= 10.6 min Primary = 5.08 cfs @ 12.32 hrs, Volume= 0.495 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 906.56' @ 12.32 hrs Surf.Area= 21,303 sf Storage= 12,208 cf Plug-Flow detention time= 173.8 min calculated for 0.495 af (74% of inflow) Center-of-Mass det. time= 100.0 min ( 911.3 - 811.3 ) Volume Invert Avail.Storage Storage Description #1 905.40' 61,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 905.40 1 0 0 906.00 10,891 3,268 3,268 907.00 29,636 20,264 23,531 908.00 47,028 38,332 61,863 Device Routing Invert Outlet Devices #1 Primary 906.30'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 13.40 22.30 89.20 127.50 Height (feet) 1.70 0.70 0.00 0.70 1.70 #2 Primary 906.50'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 18.40 28.20 70.50 82.00 96.90 Height (feet) 1.50 0.50 0.00 0.10 0.50 1.50 Primary OutFlow Max=4.97 cfs @ 12.32 hrs HW=906.55' TW=869.10' (Dynamic Tailwater) 1=Asymmetrical Weir (Weir Controls 4.58 cfs @ 0.66 fps) 2=Asymmetrical Weir (Weir Controls 0.38 cfs @ 0.30 fps) MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 78HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond WL5: Wetland 5 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.989 ac Peak Elev=906.56' Storage=12,208 cf 13.92 cfs 5.08 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 79HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: 14153 Fountain SE Storm Sewer Inflow Area = 23.108 ac, 0.62% Impervious, Inflow Depth = 2.00" for 10-year event Inflow = 43.81 cfs @ 12.35 hrs, Volume= 3.845 af Primary = 43.81 cfs @ 12.35 hrs, Volume= 3.845 af, Atten= 0%, Lag= 0.0 min Routed to Reach 22R : (new Reach) Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 1L: 14153 Fountain SE Storm Sewer Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 48 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=23.108 ac 43.81 cfs 43.81 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 80HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 2L: 14153 Fountain SW Storm Sewer Inflow Area = 3.213 ac, 0.00% Impervious, Inflow Depth = 1.99" for 10-year event Inflow = 11.16 cfs @ 12.15 hrs, Volume= 0.534 af Primary = 11.16 cfs @ 12.15 hrs, Volume= 0.534 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 2L: 14153 Fountain SW Storm Sewer Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.213 ac 11.16 cfs 11.16 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 81HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 3L: Fountain Hills 2nd Inflow Area = 4.094 ac, 0.00% Impervious, Inflow Depth = 1.99" for 10-year event Inflow = 12.27 cfs @ 12.19 hrs, Volume= 0.680 af Primary = 12.27 cfs @ 12.19 hrs, Volume= 0.680 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 3L: Fountain Hills 2nd Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.094 ac 12.27 cfs 12.27 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 82HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 4L: Pike Lake Trail Inflow Area = 0.598 ac, 0.00% Impervious, Inflow Depth = 1.99" for 10-year event Inflow = 2.08 cfs @ 12.15 hrs, Volume= 0.099 af Primary = 2.08 cfs @ 12.15 hrs, Volume= 0.099 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 4L: Pike Lake Trail Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Inflow Area=0.598 ac 2.08 cfs 2.08 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 83HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 5L: Carriage Hills Development Inflow Area = 0.308 ac, 53.49% Impervious, Inflow Depth = 3.10" for 10-year event Inflow = 1.59 cfs @ 12.14 hrs, Volume= 0.080 af Primary = 1.59 cfs @ 12.14 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 5L: Carriage Hills Development Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 1 0 Inflow Area=0.308 ac 1.59 cfs 1.59 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 84HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link WL1: Wetland 1 Inflow Area = 105.108 ac, 14.53% Impervious, Inflow Depth > 1.89" for 10-year event Inflow = 6.60 cfs @ 12.16 hrs, Volume= 16.594 af Primary = 6.60 cfs @ 12.16 hrs, Volume= 16.594 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link WL1: Wetland 1 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=105.108 ac 6.60 cfs 6.60 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 85HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: (new Subcat) Runoff = 6.17 cfs @ 12.14 hrs, Volume= 0.342 af, Depth> 6.87" Routed to Reach 11R : (new Reach) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (ac) CN Description * 0.564 98 IMP * 0.034 61 GREEN 0.598 96 Weighted Average 0.034 5.69% Pervious Area 0.564 94.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 11S: (new Subcat) Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=0.598 ac Runoff Volume=0.342 af Runoff Depth>6.87" Tc=7.0 min CN=96 6.17 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 86HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Runoff = 1.39 cfs @ 12.14 hrs, Volume= 0.067 af, Depth= 4.39" Routed to Reach 23R : (new Reach) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (ac) CN Description * 0.063 98 IMP * 0.121 61 GREEN 0.184 74 Weighted Average 0.121 65.76% Pervious Area 0.063 34.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 23S: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=0.184 ac Runoff Volume=0.067 af Runoff Depth=4.39" Tc=7.0 min CN=74 1.39 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 87HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 400: Runoff = 27.75 cfs @ 12.16 hrs, Volume= 1.385 af, Depth= 3.10" Routed to Pond 4-P : Fountain Hills Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (ac) CN Description * 0.078 98 IMP * 5.285 61 GREEN 5.363 62 Weighted Average 5.285 98.55% Pervious Area 0.078 1.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 400 0.1000 0.84 Lag/CN Method, Subcatchment 400: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=5.363 ac Runoff Volume=1.385 af Runoff Depth=3.10" Flow Length=400' Slope=0.1000 '/' Tc=7.9 min CN=62 27.75 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 88HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O1: Runoff = 38.11 cfs @ 12.15 hrs, Volume= 2.006 af, Depth= 5.52" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 90,264 89 Row crops, straight row, Good, HSG D 43,702 78 Meadow, non-grazed, HSG D 9,827 77 Woods, Good, HSG D 3,464 98 Unconnected roofs, HSG D 42,662 80 >75% Grass cover, Good, HSG D 189,919 84 Weighted Average 186,455 98.18% Pervious Area 3,464 1.82% Impervious Area 3,464 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 400 0.0270 0.82 Lag/CN Method, Subcatchment O1: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 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-year Rainfall=7.40" Runoff Area=189,919 sf Runoff Volume=2.006 af Runoff Depth=5.52" Flow Length=400' Slope=0.0270 '/' Tc=8.2 min CN=84 38.11 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 89HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O2: Runoff = 15.75 cfs @ 12.14 hrs, Volume= 0.769 af, Depth= 4.73" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (ac) CN Adj Description 0.068 98 Unconnected roofs, HSG D 1.885 77 Woods, Good, HSG D 1.953 78 77 Weighted Average, UI Adjusted 1.885 96.52% Pervious Area 0.068 3.48% Impervious Area 0.068 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O2: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=1.953 ac Runoff Volume=0.769 af Runoff Depth=4.73" Tc=7.0 min UI Adjusted CN=77 15.75 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/15/2026Prepared by Alliant Engineering, Inc Page 90HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O3: Runoff = 7.73 cfs @ 12.14 hrs, Volume= 0.379 af, Depth= 4.84" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Adj Description 3,322 98 Unconnected roofs, HSG D 37,607 77 Woods, Good, HSG D 40,929 79 78 Weighted Average, UI Adjusted 37,607 91.88% Pervious Area 3,322 8.12% Impervious Area 3,322 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O3: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=40,929 sf Runoff Volume=0.379 af Runoff Depth=4.84" Tc=7.0 min UI Adjusted CN=78 7.73 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 91HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O4: Runoff = 4.40 cfs @ 12.14 hrs, Volume= 0.215 af, Depth= 4.84" Routed to Pond WL5 : Wetland 5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 13,091 77 Woods, Good, HSG D 10,186 80 >75% Grass cover, Good, HSG D 23,277 78 Weighted Average 23,277 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O4: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=23,277 sf Runoff Volume=0.215 af Runoff Depth=4.84" Tc=7.0 min CN=78 4.40 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 92HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O5: Runoff = 0.98 cfs @ 12.27 hrs, Volume= 0.070 af, Depth= 4.84" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 5,235 77 Woods, Good, HSG D 2,332 80 >75% Grass cover, Good, HSG D 7,567 78 Weighted Average 7,567 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 1,030 0.0370 0.95 Lag/CN Method, Subcatchment O5: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=7,567 sf Runoff Volume=0.070 af Runoff Depth=4.84" Flow Length=1,030' Slope=0.0370 '/' Tc=18.0 min CN=78 0.98 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 93HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O6: Runoff = 1.01 cfs @ 12.14 hrs, Volume= 0.053 af, Depth> 6.10" Routed to Link 5L : Carriage Hills Development Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 2,372 98 Unconnected roofs, HSG D 2,136 80 >75% Grass cover, Good, HSG D 4,508 89 Weighted Average 2,136 47.38% Pervious Area 2,372 52.62% Impervious Area 2,372 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O6: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=4,508 sf Runoff Volume=0.053 af Runoff Depth>6.10" Tc=7.0 min CN=89 1.01 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 94HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O7: Runoff = 2.02 cfs @ 12.14 hrs, Volume= 0.106 af, Depth> 6.21" Routed to Link 5L : Carriage Hills Development Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 4,815 98 Unconnected roofs, HSG D 4,114 80 >75% Grass cover, Good, HSG D 8,929 90 Weighted Average 4,114 46.07% Pervious Area 4,815 53.93% Impervious Area 4,815 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O7: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=8,929 sf Runoff Volume=0.106 af Runoff Depth>6.21" Tc=7.0 min CN=90 2.02 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 95HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O8: Runoff = 9.15 cfs @ 12.14 hrs, Volume= 0.489 af, Depth> 6.44" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 26,981 98 Unconnected roofs, HSG D 12,706 80 >75% Grass cover, Good, HSG D 39,687 92 Weighted Average 12,706 32.02% Pervious Area 26,981 67.98% Impervious Area 26,981 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O8: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=39,687 sf Runoff Volume=0.489 af Runoff Depth>6.44" Tc=7.0 min CN=92 9.15 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 96HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 281.80 cfs @ 12.25 hrs, Volume= 19.318 af, Depth= 5.18" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description * 1,543,920 77 Pervious Area Per PLSLWD 405,259 98 Water Surface, 0% imp, HSG D 905 98 Unconnected roofs, HSG D 1,950,084 81 Weighted Average 1,949,179 99.95% Pervious Area 905 0.05% Impervious Area 905 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.4 1,030 0.0370 1.05 Lag/CN Method, Subcatchment S1: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=1,950,084 sf Runoff Volume=19.318 af Runoff Depth=5.18" Flow Length=1,030' Slope=0.0370 '/' Tc=16.4 min CN=81 281.80 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 97HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S2: Runoff = 27.85 cfs @ 12.14 hrs, Volume= 1.361 af, Depth= 4.73" Routed to Pond WL5 : Wetland 5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description * 150,470 77 Pervious Area Per PLSLWD 150,470 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S2: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=150,470 sf Runoff Volume=1.361 af Runoff Depth=4.73" Tc=7.0 min CN=77 27.85 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 98HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Runoff = 39.27 cfs @ 12.20 hrs, Volume= 2.342 af, Depth= 4.73" Routed to Pond WL2 : Wetlland 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description * 258,933 77 Pervious Area Per PLSLWD 258,933 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 590 0.0350 0.81 Lag/CN Method, Subcatchment S3: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 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-year Rainfall=7.40" Runoff Area=258,933 sf Runoff Volume=2.342 af Runoff Depth=4.73" Flow Length=590' Slope=0.0350 '/' Tc=12.2 min CN=77 39.27 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 99HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S4: Runoff = 25.91 cfs @ 12.14 hrs, Volume= 1.266 af, Depth= 4.73" Routed to Link 2L : 14153 Fountain SW Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description * 139,958 77 Pervious Area Per PLSLWD 139,958 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S4: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=139,958 sf Runoff Volume=1.266 af Runoff Depth=4.73" Tc=7.0 min CN=77 25.91 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 100HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Runoff = 96.50 cfs @ 12.35 hrs, Volume= 7.963 af, Depth= 4.73" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description * 880,600 77 Pervious Area Per PLSLWD 880,600 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 1,500 0.0400 1.04 Lag/CN Method, Subcatchment S5: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=880,600 sf Runoff Volume=7.963 af Runoff Depth=4.73" Flow Length=1,500' Slope=0.0400 '/' Tc=24.1 min CN=77 96.50 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 101HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff = 28.70 cfs @ 12.18 hrs, Volume= 1.613 af, Depth= 4.73" Routed to Link 3L : Fountain Hills 2nd Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description * 178,326 77 Pervious Area Per PLSLWD 178,326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 810 0.0810 1.31 Lag/CN Method, Subcatchment S6: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=178,326 sf Runoff Volume=1.613 af Runoff Depth=4.73" Flow Length=810' Slope=0.0810 '/' Tc=10.3 min CN=77 28.70 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 102HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S7: Runoff = 9.37 cfs @ 12.14 hrs, Volume= 0.458 af, Depth= 4.73" Routed to Link WL1 : Wetland 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Adj Description 1,715 98 Unconnected roofs, HSG D * 48,909 77 Pervious Area Per PLSLWD 50,624 78 77 Weighted Average, UI Adjusted 48,909 96.61% Pervious Area 1,715 3.39% Impervious Area 1,715 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S7: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=50,624 sf Runoff Volume=0.458 af Runoff Depth=4.73" Tc=7.0 min UI Adjusted CN=77 9.37 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 103HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Carriage Hills Runoff = 167.81 cfs @ 12.43 hrs, Volume= 15.630 af, Depth= 4.28" Routed to Pond 8P : Carriage Hills BMP Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (ac) CN Description 5.600 61 >75% Grass cover, Good, HSG B 38.200 75 1/4 acre lots, 38% imp, HSG B 43.800 73 Weighted Average 29.284 66.86% Pervious Area 14.516 33.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment S8: Carriage Hills Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=43.800 ac Runoff Volume=15.630 af Runoff Depth=4.28" Tc=30.0 min CN=73 167.81 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 104HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Runoff = 4.82 cfs @ 12.14 hrs, Volume= 0.235 af, Depth= 4.73" Routed to Link 4L : Pike Lake Trail Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description * 26,042 77 Pervious Area Per PLSLWD 26,042 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S9: Runoff Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=26,042 sf Runoff Volume=0.235 af Runoff Depth=4.73" Tc=7.0 min CN=77 4.82 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 105HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 11R: (new Reach) Inflow Area = 0.598 ac, 94.31% Impervious, Inflow Depth > 6.87" for 100-year event Inflow = 6.17 cfs @ 12.14 hrs, Volume= 0.342 af Outflow = 6.18 cfs @ 12.14 hrs, Volume= 0.342 af, Atten= 0%, Lag= 0.0 min Routed to Reach 24R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 19.18 fps, Min. Travel Time= 0.0 min Avg. Velocity = 5.76 fps, Avg. Travel Time= 0.1 min Peak Storage= 9 cf @ 12.14 hrs Average Depth at Peak Storage= 0.43' , Surface Width= 0.99' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 16.19 cfs 12.0" Round Pipe n= 0.013 Length= 28.0' Slope= 0.2064 '/' Inlet Invert= 870.27', Outlet Invert= 864.49' Reach 11R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=0.598 ac Avg. Flow Depth=0.43' Max Vel=19.18 fps 12.0" Round Pipe n=0.013 L=28.0' S=0.2064 '/' Capacity=16.19 cfs 6.17 cfs 6.18 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 106HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 21R: (new Reach) Inflow Area = 23.890 ac, 3.23% Impervious, Inflow Depth > 4.78" for 100-year event Inflow = 37.07 cfs @ 12.02 hrs, Volume= 9.521 af Outflow = 37.00 cfs @ 12.02 hrs, Volume= 9.521 af, Atten= 0%, Lag= 0.1 min Routed to Pond 4-P : Fountain Hills Wetland Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 12.68 fps, Min. Travel Time= 0.0 min Avg. Velocity = 5.84 fps, Avg. Travel Time= 0.1 min Peak Storage= 91 cf @ 12.02 hrs Average Depth at Peak Storage= 1.75' , Surface Width= 1.33' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 34.95 cfs 24.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0239 '/' Inlet Invert= 862.74', Outlet Invert= 862.00' Reach 21R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=23.890 ac Avg. Flow Depth=1.75' Max Vel=12.68 fps 24.0" Round Pipe n=0.013 L=31.0' S=0.0239 '/' Capacity=34.95 cfs 37.07 cfs 37.00 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 107HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 22R: (new Reach) Inflow Area = 23.292 ac, 0.89% Impervious, Inflow Depth = 4.73" for 100-year event Inflow = 104.12 cfs @ 12.33 hrs, Volume= 9.179 af Outflow = 35.05 cfs @ 12.05 hrs, Volume= 9.179 af, Atten= 66%, Lag= 0.0 min Routed to Reach 24R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 12.71 fps, Min. Travel Time= 0.1 min Avg. Velocity = 6.16 fps, Avg. Travel Time= 0.3 min Peak Storage= 314 cf @ 12.05 hrs Average Depth at Peak Storage= 2.00' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.05 cfs 24.0" Round Pipe n= 0.013 Length= 100.0' Slope= 0.0240 '/' Inlet Invert= 866.89', Outlet Invert= 864.49' Reach 22R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=23.292 ac Avg. Flow Depth=2.00' Max Vel=12.71 fps 24.0" Round Pipe n=0.013 L=100.0' S=0.0240 '/' Capacity=35.05 cfs 104.12 cfs 35.05 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 108HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 23R: (new Reach) Inflow Area = 0.184 ac, 34.24% Impervious, Inflow Depth = 4.39" for 100-year event Inflow = 1.39 cfs @ 12.14 hrs, Volume= 0.067 af Outflow = 1.38 cfs @ 12.15 hrs, Volume= 0.067 af, Atten= 1%, Lag= 0.5 min Routed to Reach 22R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 3.26 fps, Min. Travel Time= 0.7 min Avg. Velocity = 0.96 fps, Avg. Travel Time= 2.3 min Peak Storage= 57 cf @ 12.15 hrs Average Depth at Peak Storage= 0.47' , Surface Width= 1.21' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 4.57 cfs 15.0" Round Pipe n= 0.013 Length= 134.0' Slope= 0.0050 '/' Inlet Invert= 867.56', Outlet Invert= 866.89' Reach 23R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 1 0 Inflow Area=0.184 ac Avg. Flow Depth=0.47' Max Vel=3.26 fps 15.0" Round Pipe n=0.013 L=134.0' S=0.0050 '/' Capacity=4.57 cfs 1.39 cfs 1.38 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 109HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 24R: (new Reach) Inflow Area = 23.890 ac, 3.23% Impervious, Inflow Depth > 4.78" for 100-year event Inflow = 41.22 cfs @ 12.14 hrs, Volume= 9.521 af Outflow = 37.07 cfs @ 12.02 hrs, Volume= 9.521 af, Atten= 10%, Lag= 0.0 min Routed to Reach 21R : (new Reach) Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Max. Velocity= 12.71 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.69 fps, Avg. Travel Time= 0.2 min Peak Storage= 229 cf @ 12.05 hrs Average Depth at Peak Storage= 2.00' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.03 cfs 24.0" Round Pipe n= 0.013 Length= 73.0' Slope= 0.0240 '/' Inlet Invert= 864.49', Outlet Invert= 862.74' Reach 24R: (new Reach) Inflow Outflow Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 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=23.890 ac Avg. Flow Depth=2.00' Max Vel=12.71 fps 24.0" Round Pipe n=0.013 L=73.0' S=0.0240 '/' Capacity=35.03 cfs 41.22 cfs 37.07 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 110HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4-P: Fountain Hills Wetland Inflow Area = 29.253 ac, 2.90% Impervious, Inflow Depth > 4.47" for 100-year event Inflow = 62.93 cfs @ 12.16 hrs, Volume= 10.906 af Outflow = 30.98 cfs @ 14.20 hrs, Volume= 10.897 af, Atten= 51%, Lag= 122.5 min Primary = 6.75 cfs @ 14.20 hrs, Volume= 9.837 af Secondary = 24.23 cfs @ 14.20 hrs, Volume= 1.059 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 865.68' @ 14.20 hrs Surf.Area= 120,482 sf Storage= 304,752 cf Plug-Flow detention time= 470.9 min calculated for 10.891 af (100% of inflow) Center-of-Mass det. time= 472.1 min ( 1,297.7 - 825.6 ) Volume Invert Avail.Storage Storage Description #1 862.00' 343,597 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 862.00 17,001 0 0 863.00 63,453 40,227 40,227 864.00 94,116 78,785 119,012 865.00 116,304 105,210 224,222 866.00 122,446 119,375 343,597 Device Routing Invert Outlet Devices #1 Primary 862.00'12.0" Round RCP_Round 12" L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 862.00' / 861.50' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 865.40'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 7.00 18.00 27.00 110.00 126.00 132.00 Height (feet) 0.60 0.40 0.20 0.00 0.20 0.40 0.60 Primary OutFlow Max=6.75 cfs @ 14.20 hrs HW=865.68' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 6.75 cfs @ 8.60 fps) Secondary OutFlow Max=24.13 cfs @ 14.20 hrs HW=865.68' (Free Discharge) 2=Asymmetrical Weir (Weir Controls 24.13 cfs @ 0.91 fps) MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 111HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 4-P: Fountain Hills Wetland Inflow Outflow Primary Secondary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=29.253 ac Peak Elev=865.68' Storage=304,752 cf 62.93 cfs 30.98 cfs 6.75 cfs 24.23 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 112HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 8P: Carriage Hills BMP Inflow Area = 43.800 ac, 33.14% Impervious, Inflow Depth = 4.28" for 100-year event Inflow = 167.81 cfs @ 12.43 hrs, Volume= 15.630 af Outflow = 23.13 cfs @ 12.70 hrs, Volume= 15.490 af, Atten= 86%, Lag= 16.0 min Primary = 23.13 cfs @ 12.70 hrs, Volume= 15.490 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 876.17' @ 13.60 hrs Surf.Area= 3.362 ac Storage= 8.995 af Plug-Flow detention time= 313.8 min calculated for 15.490 af (99% of inflow) Center-of-Mass det. time= 308.4 min ( 1,130.2 - 821.8 ) Volume Invert Avail.Storage Storage Description #1 872.75' 25.012 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 872.75 1.900 0.000 0.000 880.00 5.000 25.012 25.012 Device Routing Invert Outlet Devices #1 Primary 872.75'27.0" Round RCP_Round 27" L= 760.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 872.75' / 868.96' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.98 sf Primary OutFlow Max=23.13 cfs @ 12.70 hrs HW=875.60' TW=870.31' (Dynamic Tailwater) 1=RCP_Round 27" (Barrel Controls 23.13 cfs @ 5.93 fps) MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 113HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 8P: Carriage Hills BMP Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=43.800 ac Peak Elev=876.17' Storage=8.995 af 27.0" Round Culvert n=0.013 L=760.0' S=0.0050 '/' 167.81 cfs 23.13 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 114HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL2: Wetlland 2 Inflow Area = 5.944 ac, 0.00% Impervious, Inflow Depth = 4.73" for 100-year event Inflow = 39.27 cfs @ 12.20 hrs, Volume= 2.342 af Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 920.39' @ 24.75 hrs Surf.Area= 59,004 sf Storage= 101,998 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 #1 918.00' 415,378 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 918.00 27,502 0 0 919.00 39,523 33,513 33,513 920.00 53,205 46,364 79,877 921.00 67,913 60,559 140,436 922.00 83,483 75,698 216,134 923.00 99,996 91,740 307,873 924.00 115,014 107,505 415,378 Device Routing Invert Outlet Devices #1 Primary 923.20'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 9.30 78.60 140.20 192.90 203.00 Height (feet) 0.80 0.10 0.00 0.10 0.40 0.80 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=918.00' TW=867.70' (Dynamic Tailwater) 1=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 115HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond WL2: Wetlland 2 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.944 ac Peak Elev=920.39' Storage=101,998 cf 39.27 cfs 0.00 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 116HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL4: Wetland 4 Inflow Area = 103.945 ac, 14.66% Impervious, Inflow Depth = 4.48" for 100-year event Inflow = 340.75 cfs @ 12.23 hrs, Volume= 38.778 af Outflow = 6.90 cfs @ 22.74 hrs, Volume= 37.978 af, Atten= 98%, Lag= 631.1 min Primary = 6.90 cfs @ 22.74 hrs, Volume= 37.978 af Routed to Link WL1 : Wetland 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 871.42' @ 22.74 hrs Surf.Area= 625,370 sf Storage= 1,312,525 cf Plug-Flow detention time= 2,051.5 min calculated for 37.977 af (98% of inflow) Center-of-Mass det. time= 2,010.7 min ( 2,940.9 - 930.2 ) Volume Invert Avail.Storage Storage Description #1 867.70' 3,988,363 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 867.70 1 0 0 869.00 220,011 143,008 143,008 870.00 508,653 364,332 507,340 871.00 591,232 549,943 1,057,282 872.00 672,590 631,911 1,689,193 873.00 742,523 707,557 2,396,750 874.00 799,710 771,117 3,167,866 875.00 841,283 820,497 3,988,363 Device Routing Invert Outlet Devices #1 Primary 867.70'15.0" Round Culvert L= 207.8' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 867.70' / 866.96' S= 0.0036 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 1.23 sf #2 Primary 874.00'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 16.50 83.80 99.40 Height (feet) 1.00 0.00 0.00 1.00 Primary OutFlow Max=6.90 cfs @ 22.74 hrs HW=871.42' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 6.90 cfs @ 5.62 fps) 2=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 117HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond WL4: Wetland 4 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 380 360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Inflow Area=103.945 ac Peak Elev=871.42' Storage=1,312,525 cf 340.75 cfs 6.90 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 118HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL5: Wetland 5 Inflow Area = 3.989 ac, 0.00% Impervious, Inflow Depth = 4.74" for 100-year event Inflow = 32.25 cfs @ 12.14 hrs, Volume= 1.576 af Outflow = 29.08 cfs @ 12.17 hrs, Volume= 1.405 af, Atten= 10%, Lag= 1.9 min Primary = 29.08 cfs @ 12.17 hrs, Volume= 1.405 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 906.73' @ 12.17 hrs Surf.Area= 24,618 sf Storage= 16,269 cf Plug-Flow detention time= 91.5 min calculated for 1.405 af (89% of inflow) Center-of-Mass det. time= 46.8 min ( 840.7 - 794.0 ) Volume Invert Avail.Storage Storage Description #1 905.40' 61,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 905.40 1 0 0 906.00 10,891 3,268 3,268 907.00 29,636 20,264 23,531 908.00 47,028 38,332 61,863 Device Routing Invert Outlet Devices #1 Primary 906.30'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 13.40 22.30 89.20 127.50 Height (feet) 1.70 0.70 0.00 0.70 1.70 #2 Primary 906.50'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 18.40 28.20 70.50 82.00 96.90 Height (feet) 1.50 0.50 0.00 0.10 0.50 1.50 Primary OutFlow Max=28.10 cfs @ 12.17 hrs HW=906.73' TW=869.48' (Dynamic Tailwater) 1=Asymmetrical Weir (Weir Controls 16.86 cfs @ 0.85 fps) 2=Asymmetrical Weir (Weir Controls 11.24 cfs @ 1.02 fps) MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 119HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond WL5: Wetland 5 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.989 ac Peak Elev=906.73' Storage=16,269 cf 32.25 cfs 29.08 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 120HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: 14153 Fountain SE Storm Sewer Inflow Area = 23.108 ac, 0.62% Impervious, Inflow Depth = 4.73" for 100-year event Inflow = 103.66 cfs @ 12.33 hrs, Volume= 9.112 af Primary = 103.66 cfs @ 12.33 hrs, Volume= 9.112 af, Atten= 0%, Lag= 0.0 min Routed to Reach 22R : (new Reach) Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 1L: 14153 Fountain SE Storm Sewer Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=23.108 ac 103.66 cfs 103.66 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 121HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 2L: 14153 Fountain SW Storm Sewer Inflow Area = 3.213 ac, 0.00% Impervious, Inflow Depth = 4.73" for 100-year event Inflow = 25.91 cfs @ 12.14 hrs, Volume= 1.266 af Primary = 25.91 cfs @ 12.14 hrs, Volume= 1.266 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 2L: 14153 Fountain SW Storm Sewer Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.213 ac 25.91 cfs 25.91 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 122HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 3L: Fountain Hills 2nd Inflow Area = 4.094 ac, 0.00% Impervious, Inflow Depth = 4.73" for 100-year event Inflow = 28.70 cfs @ 12.18 hrs, Volume= 1.613 af Primary = 28.70 cfs @ 12.18 hrs, Volume= 1.613 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 3L: Fountain Hills 2nd Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.094 ac 28.70 cfs 28.70 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 123HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 4L: Pike Lake Trail Inflow Area = 0.598 ac, 0.00% Impervious, Inflow Depth = 4.73" for 100-year event Inflow = 4.82 cfs @ 12.14 hrs, Volume= 0.235 af Primary = 4.82 cfs @ 12.14 hrs, Volume= 0.235 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 4L: Pike Lake Trail Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=0.598 ac 4.82 cfs 4.82 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 124HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 5L: Carriage Hills Development Inflow Area = 0.308 ac, 53.49% Impervious, Inflow Depth > 6.18" for 100-year event Inflow = 3.03 cfs @ 12.14 hrs, Volume= 0.159 af Primary = 3.03 cfs @ 12.14 hrs, Volume= 0.159 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link 5L: Carriage Hills Development Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.308 ac 3.03 cfs 3.03 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - EDRN Printed 8/16/2026Prepared by Alliant Engineering, Inc Page 125HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link WL1: Wetland 1 Inflow Area = 105.108 ac, 14.53% Impervious, Inflow Depth > 4.39" for 100-year event Inflow = 13.56 cfs @ 12.14 hrs, Volume= 38.435 af Primary = 13.56 cfs @ 12.14 hrs, Volume= 38.435 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-100.00 hrs, dt= 0.05 hrs Link WL1: Wetland 1 Inflow Primary Hydrograph Time (hours) 1009590858075706560555045403530252015105 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=105.108 ac 13.56 cfs 13.56 cfs 11S 23S 400 O1 O2 O3 O4 O5 O6 O7 O8 S1 S10 S11 S12 S3 S4 S5 S6 S7 S8 Carriage Hills S9 11R 21R 22R 23R 24R 3P Pond 2 4-P Fountain Hills Wetland 4P Pond 1 5P Biofiltration 3 6P Biofiltration 2 7P Biofiltration 1 8P Carriage Hills BMP WL4 Wetland 4 1L 14153 Fountain SE Storm Sewer 2L 14153 Fountain SW Storm Sewer 3L Fountain Hills 2nd 4L Pike Lake Trail 5L Carriage Hills Development WL1 Wetland 1 Routing Diagram for 220189 - PDRN Prepared by Alliant Engineering, Inc, Printed 9/8/2026 HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 2HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 38.200 75 1/4 acre lots, 38% imp, HSG B (S8) 5.600 61 >75% Grass cover, Good, HSG B (S8) 45.519 80 >75% Grass cover, Good, HSG D (O1, O4, O5, O6, O7, O8, S1, S10, S11, S12, S3, S4, S5, S6, S7, S9) 5.440 61 GREEN (11S, 23S, 400) 0.705 98 IMP (11S, 23S, 400) 29.809 98 Paved parking, HSG D (O4, O5, S1, S10, S11, S3, S4, S5, S6, S7, S9) 0.929 98 Unconnected roofs, HSG D (O2, O3, O6, O7, O8) 13.199 98 Water Surface, 0% imp, HSG D (S5, S7, S9) 3.173 77 Woods, Good, HSG D (O2, O3, S9) 142.574 83 TOTAL AREA MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 3HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: Runoff = 2.27 cfs @ 12.14 hrs, Volume= 0.119 af, Depth> 2.39" Routed to Reach 11R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (ac) CN Description * 0.564 98 IMP * 0.034 61 GREEN 0.598 96 Weighted Average 0.034 5.69% Pervious Area 0.564 94.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 11S: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=0.598 ac Runoff Volume=0.119 af Runoff Depth>2.39" Tc=7.0 min CN=96 2.27 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 4HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Runoff = 0.25 cfs @ 12.15 hrs, Volume= 0.012 af, Depth= 0.81" Routed to Reach 23R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (ac) CN Description * 0.063 98 IMP * 0.121 61 GREEN 0.184 74 Weighted Average 0.121 65.76% Pervious Area 0.063 34.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 23S: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.26 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 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=0.184 ac Runoff Volume=0.012 af Runoff Depth=0.81" Tc=7.0 min CN=74 0.25 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 5HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 400: Runoff = 1.92 cfs @ 12.19 hrs, Volume= 0.150 af, Depth= 0.34" Routed to Pond 4-P : Fountain Hills Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (ac) CN Description * 0.078 98 IMP * 5.285 61 GREEN 5.363 62 Weighted Average 5.285 98.55% Pervious Area 0.078 1.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 400 0.1000 0.84 Lag/CN Method, Subcatchment 400: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=5.363 ac Runoff Volume=0.150 af Runoff Depth=0.34" Flow Length=400' Slope=0.1000 '/' Tc=7.9 min CN=62 1.92 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 6HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O1: Runoff = 8.57 cfs @ 12.15 hrs, Volume= 0.411 af, Depth= 1.13" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 189,919 80 >75% Grass cover, Good, HSG D 189,919 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O1: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=189,919 sf Runoff Volume=0.411 af Runoff Depth=1.13" Tc=7.0 min CN=80 8.57 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 7HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O2: Runoff = 3.23 cfs @ 12.15 hrs, Volume= 0.157 af, Depth= 0.96" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (ac) CN Adj Description 0.068 98 Unconnected roofs, HSG D 1.885 77 Woods, Good, HSG D 1.953 78 77 Weighted Average, UI Adjusted 1.885 96.52% Pervious Area 0.068 3.48% Impervious Area 0.068 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O2: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=1.953 ac Runoff Volume=0.157 af Runoff Depth=0.96" Tc=7.0 min UI Adjusted CN=77 3.23 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 8HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O3: Runoff = 1.65 cfs @ 12.15 hrs, Volume= 0.080 af, Depth= 1.02" Routed to Pond 3P : Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Adj Description 3,322 98 Unconnected roofs, HSG D 37,607 77 Woods, Good, HSG D 40,929 79 78 Weighted Average, UI Adjusted 37,607 91.88% Pervious Area 3,322 8.12% Impervious Area 3,322 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O3: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=40,929 sf Runoff Volume=0.080 af Runoff Depth=1.02" Tc=7.0 min UI Adjusted CN=78 1.65 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 9HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O4: Runoff = 0.97 cfs @ 12.18 hrs, Volume= 0.053 af, Depth= 1.19" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 921 98 Paved parking, HSG D 22,356 80 >75% Grass cover, Good, HSG D 23,277 81 Weighted Average 22,356 96.04% Pervious Area 921 3.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment O4: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=23,277 sf Runoff Volume=0.053 af Runoff Depth=1.19" Tc=9.8 min CN=81 0.97 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 10HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O5: Runoff = 0.35 cfs @ 12.18 hrs, Volume= 0.019 af, Depth= 1.32" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 1,167 98 Paved parking, HSG D 6,400 80 >75% Grass cover, Good, HSG D 7,567 83 Weighted Average 6,400 84.58% Pervious Area 1,167 15.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment O5: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 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 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=7,567 sf Runoff Volume=0.019 af Runoff Depth=1.32" Tc=9.8 min CN=83 0.35 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 11HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O6: Runoff = 0.31 cfs @ 12.14 hrs, Volume= 0.015 af, Depth= 1.76" Routed to Link 5L : Carriage Hills Development Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 2,372 98 Unconnected roofs, HSG D 2,136 80 >75% Grass cover, Good, HSG D 4,508 89 Weighted Average 2,136 47.38% Pervious Area 2,372 52.62% Impervious Area 2,372 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O6: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 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 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=4,508 sf Runoff Volume=0.015 af Runoff Depth=1.76" Tc=7.0 min CN=89 0.31 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 12HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O7: Runoff = 0.57 cfs @ 12.17 hrs, Volume= 0.031 af, Depth= 1.84" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 4,815 98 Unconnected roofs, HSG D 4,114 80 >75% Grass cover, Good, HSG D 8,929 90 Weighted Average 4,114 46.07% Pervious Area 4,815 53.93% Impervious Area 4,815 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment O7: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=8,929 sf Runoff Volume=0.031 af Runoff Depth=1.84" Tc=9.6 min CN=90 0.57 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 13HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O8: Runoff = 3.07 cfs @ 12.14 hrs, Volume= 0.153 af, Depth= 2.01" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 26,981 98 Unconnected roofs, HSG D 12,706 80 >75% Grass cover, Good, HSG D 39,687 92 Weighted Average 12,706 32.02% Pervious Area 26,981 67.98% Impervious Area 26,981 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O8: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=39,687 sf Runoff Volume=0.153 af Runoff Depth=2.01" Tc=7.0 min CN=92 3.07 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 14HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 28.78 cfs @ 12.17 hrs, Volume= 1.569 af, Depth= 1.60" Routed to Pond 6P : Biofiltration 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 207,931 98 Paved parking, HSG D 304,570 80 >75% Grass cover, Good, HSG D 512,501 87 Weighted Average 304,570 59.43% Pervious Area 207,931 40.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S1: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=512,501 sf Runoff Volume=1.569 af Runoff Depth=1.60" Tc=9.8 min CN=87 28.78 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 15HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S10: Runoff = 1.42 cfs @ 12.15 hrs, Volume= 0.068 af, Depth= 1.32" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 4,728 98 Paved parking, HSG D 22,223 80 >75% Grass cover, Good, HSG D 26,951 83 Weighted Average 22,223 82.46% Pervious Area 4,728 17.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S10: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=26,951 sf Runoff Volume=0.068 af Runoff Depth=1.32" Tc=7.0 min CN=83 1.42 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 16HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S11: Runoff = 1.93 cfs @ 12.14 hrs, Volume= 0.093 af, Depth= 1.60" Routed to Link 2L : 14153 Fountain SW Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 11,900 98 Paved parking, HSG D 18,414 80 >75% Grass cover, Good, HSG D 30,314 87 Weighted Average 18,414 60.74% Pervious Area 11,900 39.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S11: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=30,314 sf Runoff Volume=0.093 af Runoff Depth=1.60" Tc=7.0 min CN=87 1.93 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 17HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S12: Runoff = 0.13 cfs @ 12.15 hrs, Volume= 0.006 af, Depth= 1.13" Routed to Link 4L : Pike Lake Trail Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 2,983 80 >75% Grass cover, Good, HSG D 2,983 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S12: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 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 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=2,983 sf Runoff Volume=0.006 af Runoff Depth=1.13" Tc=7.0 min CN=80 0.13 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 18HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Runoff = 21.91 cfs @ 12.15 hrs, Volume= 1.094 af, Depth= 1.76" Routed to Pond 7P : Biofiltration 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 155,386 98 Paved parking, HSG D 170,395 80 >75% Grass cover, Good, HSG D 325,781 89 Weighted Average 170,395 52.30% Pervious Area 155,386 47.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S3: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 24 23 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 2-year Rainfall=2.84" Runoff Area=325,781 sf Runoff Volume=1.094 af Runoff Depth=1.76" Tc=7.7 min CN=89 21.91 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 19HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S4: Runoff = 2.29 cfs @ 12.14 hrs, Volume= 0.110 af, Depth= 1.45" Routed to Link 3L : Fountain Hills 2nd Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 11,308 98 Paved parking, HSG D 28,097 80 >75% Grass cover, Good, HSG D 39,405 85 Weighted Average 28,097 71.30% Pervious Area 11,308 28.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S4: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=39,405 sf Runoff Volume=0.110 af Runoff Depth=1.45" Tc=7.0 min CN=85 2.29 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 20HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Runoff = 104.56 cfs @ 12.17 hrs, Volume= 5.737 af, Depth= 1.76" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 791,193 98 Paved parking, HSG D 854,484 80 >75% Grass cover, Good, HSG D 62,133 98 Water Surface, 0% imp, HSG D 1,707,810 89 Weighted Average 916,617 53.67% Pervious Area 791,193 46.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S5: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=1,707,810 sf Runoff Volume=5.737 af Runoff Depth=1.76" Tc=9.8 min CN=89 104.56 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 21HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff = 7.84 cfs @ 12.17 hrs, Volume= 0.415 af, Depth= 1.60" Routed to Pond 5P : Biofiltration 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 55,488 98 Paved parking, HSG D 80,006 80 >75% Grass cover, Good, HSG D 135,494 87 Weighted Average 80,006 59.05% Pervious Area 55,488 40.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S6: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=135,494 sf Runoff Volume=0.415 af Runoff Depth=1.60" Tc=9.1 min CN=87 7.84 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 22HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S7: Runoff = 59.04 cfs @ 12.14 hrs, Volume= 2.989 af, Depth= 2.10" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 506,557 98 Water Surface, 0% imp, HSG D 197,696 80 >75% Grass cover, Good, HSG D 39,378 98 Paved parking, HSG D 743,631 93 Weighted Average 704,253 94.70% Pervious Area 39,378 5.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S7: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=743,631 sf Runoff Volume=2.989 af Runoff Depth=2.10" Tc=7.2 min CN=93 59.04 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 23HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Carriage Hills Runoff = 27.13 cfs @ 12.47 hrs, Volume= 2.777 af, Depth= 0.76" Routed to Pond 8P : Carriage Hills BMP Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (ac) CN Description 5.600 61 >75% Grass cover, Good, HSG B 38.200 75 1/4 acre lots, 38% imp, HSG B 43.800 73 Weighted Average 29.284 66.86% Pervious Area 14.516 33.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment S8: Carriage Hills Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=43.800 ac Runoff Volume=2.777 af Runoff Depth=0.76" Tc=30.0 min CN=73 27.13 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 24HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Runoff = 6.10 cfs @ 12.15 hrs, Volume= 0.292 af, Depth= 1.39" Routed to Pond 3P : Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-year Rainfall=2.84" Area (sf) CN Description 19,095 98 Paved parking, HSG D 6,272 98 Water Surface, 0% imp, HSG D 66,292 80 >75% Grass cover, Good, HSG D 18,492 77 Woods, Good, HSG D 110,151 84 Weighted Average 91,056 82.66% Pervious Area 19,095 17.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S9: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 6 5 4 3 2 1 0 MSE 24-hr 3 2-year Rainfall=2.84" Runoff Area=110,151 sf Runoff Volume=0.292 af Runoff Depth=1.39" Tc=7.0 min CN=84 6.10 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 25HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 11R: Inflow Area = 0.598 ac, 94.31% Impervious, Inflow Depth > 2.39" for 2-year event Inflow = 2.27 cfs @ 12.14 hrs, Volume= 0.119 af Outflow = 2.27 cfs @ 12.14 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Routed to Reach 24R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 14.50 fps, Min. Travel Time= 0.0 min Avg. Velocity = 4.11 fps, Avg. Travel Time= 0.1 min Peak Storage= 4 cf @ 12.14 hrs Average Depth at Peak Storage= 0.25' , Surface Width= 0.87' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 16.19 cfs 12.0" Round Pipe n= 0.013 Length= 28.0' Slope= 0.2064 '/' Inlet Invert= 870.27', Outlet Invert= 864.49' Reach 11R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 Inflow Area=0.598 ac Avg. Flow Depth=0.25' Max Vel=14.50 fps 12.0" Round Pipe n=0.013 L=28.0' S=0.2064 '/' Capacity=16.19 cfs 2.27 cfs 2.27 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 26HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 21R: Inflow Area = 6.822 ac, 19.32% Impervious, Inflow Depth > 1.28" for 2-year event Inflow = 7.70 cfs @ 12.15 hrs, Volume= 0.727 af Outflow = 7.70 cfs @ 12.15 hrs, Volume= 0.727 af, Atten= 0%, Lag= 0.0 min Routed to Pond 4-P : Fountain Hills Wetland Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 8.93 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.36 fps, Avg. Travel Time= 0.4 min Peak Storage= 27 cf @ 12.15 hrs Average Depth at Peak Storage= 0.64' , Surface Width= 1.86' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 34.95 cfs 24.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0239 '/' Inlet Invert= 862.74', Outlet Invert= 862.00' Reach 21R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=6.822 ac Avg. Flow Depth=0.64' Max Vel=8.93 fps 24.0" Round Pipe n=0.013 L=31.0' S=0.0239 '/' Capacity=34.95 cfs 7.70 cfs 7.70 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 27HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 22R: Inflow Area = 6.224 ac, 12.12% Impervious, Inflow Depth = 1.17" for 2-year event Inflow = 5.46 cfs @ 12.15 hrs, Volume= 0.608 af Outflow = 5.46 cfs @ 12.15 hrs, Volume= 0.608 af, Atten= 0%, Lag= 0.1 min Routed to Reach 24R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 8.11 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.33 fps, Avg. Travel Time= 1.3 min Peak Storage= 67 cf @ 12.15 hrs Average Depth at Peak Storage= 0.53' , Surface Width= 1.77' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.05 cfs 24.0" Round Pipe n= 0.013 Length= 100.0' Slope= 0.0240 '/' Inlet Invert= 866.89', Outlet Invert= 864.49' Reach 22R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=6.224 ac Avg. Flow Depth=0.53' Max Vel=8.11 fps 24.0" Round Pipe n=0.013 L=100.0' S=0.0240 '/' Capacity=35.05 cfs 5.46 cfs 5.46 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 28HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 23R: Inflow Area = 0.184 ac, 34.24% Impervious, Inflow Depth = 0.81" for 2-year event Inflow = 0.25 cfs @ 12.15 hrs, Volume= 0.012 af Outflow = 0.24 cfs @ 12.17 hrs, Volume= 0.012 af, Atten= 3%, Lag= 0.9 min Routed to Reach 22R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 1.96 fps, Min. Travel Time= 1.1 min Avg. Velocity = 0.66 fps, Avg. Travel Time= 3.4 min Peak Storage= 16 cf @ 12.17 hrs Average Depth at Peak Storage= 0.20' , Surface Width= 0.91' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 4.57 cfs 15.0" Round Pipe n= 0.013 Length= 134.0' Slope= 0.0050 '/' Inlet Invert= 867.56', Outlet Invert= 866.89' Reach 23R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.26 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=0.184 ac Avg. Flow Depth=0.20' Max Vel=1.96 fps 15.0" Round Pipe n=0.013 L=134.0' S=0.0050 '/' Capacity=4.57 cfs 0.25 cfs 0.24 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 29HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 24R: Inflow Area = 6.822 ac, 19.32% Impervious, Inflow Depth > 1.28" for 2-year event Inflow = 7.70 cfs @ 12.15 hrs, Volume= 0.727 af Outflow = 7.70 cfs @ 12.15 hrs, Volume= 0.727 af, Atten= 0%, Lag= 0.1 min Routed to Reach 21R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 8.94 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.36 fps, Avg. Travel Time= 0.9 min Peak Storage= 63 cf @ 12.15 hrs Average Depth at Peak Storage= 0.64' , Surface Width= 1.86' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.03 cfs 24.0" Round Pipe n= 0.013 Length= 73.0' Slope= 0.0240 '/' Inlet Invert= 864.49', Outlet Invert= 862.74' Reach 24R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=6.822 ac Avg. Flow Depth=0.64' Max Vel=8.94 fps 24.0" Round Pipe n=0.013 L=73.0' S=0.0240 '/' Capacity=35.03 cfs 7.70 cfs 7.70 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 30HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 3P: Pond 2 Inflow Area = 3.468 ac, 14.84% Impervious, Inflow Depth = 1.29" for 2-year event Inflow = 7.75 cfs @ 12.15 hrs, Volume= 0.372 af Outflow = 0.85 cfs @ 12.73 hrs, Volume= 0.371 af, Atten= 89%, Lag= 35.2 min Primary = 0.85 cfs @ 12.73 hrs, Volume= 0.371 af Routed to Link 1L : 14153 Fountain SE Storm Sewer Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Link 1L : 14153 Fountain SE Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 884.00' Surf.Area= 13,436 sf Storage= 10,262 cf Peak Elev= 885.05' @ 12.73 hrs Surf.Area= 15,357 sf Storage= 18,321 cf (8,059 cf above start) Plug-Flow detention time= 570.4 min calculated for 0.135 af (36% of inflow) Center-of-Mass det. time= 186.4 min ( 999.5 - 813.0 ) Volume Invert Avail.Storage Storage Description #1 879.00' 10,262 cf Dead Storage (Prismatic) Listed below (Recalc) #2 884.00' 28,468 cf Extended Detention Storage (Prismatic) Listed below (Recalc) #3 887.00' 29,115 cf Live Storage (Prismatic) Listed below (Recalc) 67,845 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 879.00 281 0 0 880.00 680 481 481 882.00 1,943 2,623 3,104 883.00 2,828 2,386 5,489 884.00 6,718 4,773 10,262 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 884.00 6,718 0 0 886.00 10,378 17,096 17,096 887.00 12,366 11,372 28,468 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 887.00 12,366 0 0 888.00 14,545 13,456 13,456 888.50 15,653 7,550 21,005 889.00 16,786 8,110 29,115 Device Routing Invert Outlet Devices #1 Primary 882.75'15.0" Round Culvert L= 24.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 882.75' / 881.86' S= 0.0360 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 884.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 888.50'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 31HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #4 Device 1 887.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.85 cfs @ 12.73 hrs HW=885.05' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.85 cfs of 6.75 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.85 cfs @ 4.31 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=884.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 3P: Pond 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=3.468 ac Peak Elev=885.05' Storage=18,321 cf 7.75 cfs 0.85 cfs 0.85 cfs 0.00 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 32HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4-P: Fountain Hills Wetland Inflow Area = 12.185 ac, 11.46% Impervious, Inflow Depth > 0.86" for 2-year event Inflow = 9.50 cfs @ 12.16 hrs, Volume= 0.878 af Outflow = 1.07 cfs @ 14.69 hrs, Volume= 0.874 af, Atten= 89%, Lag= 151.7 min Primary = 1.07 cfs @ 14.69 hrs, Volume= 0.874 af Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 862.54' @ 14.69 hrs Surf.Area= 41,891 sf Storage= 15,778 cf Plug-Flow detention time= 361.8 min calculated for 0.874 af (100% of inflow) Center-of-Mass det. time= 349.0 min ( 1,249.7 - 900.6 ) Volume Invert Avail.Storage Storage Description #1 862.00' 343,597 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 862.00 17,001 0 0 863.00 63,453 40,227 40,227 864.00 94,116 78,785 119,012 865.00 116,304 105,210 224,222 866.00 122,446 119,375 343,597 Device Routing Invert Outlet Devices #1 Primary 862.00'12.0" Round RCP_Round 12" L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 862.00' / 861.50' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 865.40'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 7.00 18.00 27.00 110.00 126.00 132.00 Height (feet) 0.60 0.40 0.20 0.00 0.20 0.40 0.60 Primary OutFlow Max=1.07 cfs @ 14.69 hrs HW=862.54' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 1.07 cfs @ 3.62 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=862.00' (Free Discharge) 2=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 33HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 4-P: Fountain Hills Wetland Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=12.185 ac Peak Elev=862.54' Storage=15,778 cf 9.50 cfs 1.07 cfs 1.07 cfs 0.00 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 34HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4P: Pond 1 Inflow Area = 59.363 ac, 44.91% Impervious, Inflow Depth = 1.72" for 2-year event Inflow = 107.05 cfs @ 12.17 hrs, Volume= 8.504 af Outflow = 24.22 cfs @ 12.53 hrs, Volume= 8.502 af, Atten= 77%, Lag= 21.2 min Primary = 24.22 cfs @ 12.53 hrs, Volume= 8.502 af Routed to Pond WL4 : Wetland 4 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 877.60' Surf.Area= 124,266 sf Storage= 210,221 cf Peak Elev= 879.50' @ 12.53 hrs Surf.Area= 217,762 sf Storage= 344,601 cf (134,380 cf above start) Plug-Flow detention time= 1,076.8 min calculated for 3.676 af (43% of inflow) Center-of-Mass det. time= 249.5 min ( 1,266.9 - 1,017.3 ) Volume Invert Avail.Storage Storage Description #1 867.60' 210,221 cf Dead Storage (Prismatic) Listed below (Recalc) #2 877.60' 110,840 cf Extended Detention Storage (Prismatic) Listed below (Recalc) #3 879.20' 356,580 cf Live Storage (Prismatic) Listed below (Recalc) 677,640 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 867.60 3,317 0 0 868.00 3,807 1,425 1,425 870.00 7,854 11,661 13,086 872.00 14,491 22,345 35,431 874.00 24,896 39,387 74,818 876.00 36,428 61,324 136,142 876.60 40,105 22,960 159,102 877.60 62,133 51,119 210,221 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.60 62,133 0 0 878.00 65,684 25,563 25,563 879.20 76,443 85,276 110,840 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 879.20 76,443 0 0 880.00 83,696 64,056 64,056 882.00 102,076 185,772 249,828 882.20 103,940 20,602 270,429 883.00 111,436 86,150 356,580 MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 35HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 871.12'30.0" Round RCP_Round 30" L= 54.6' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 871.12' / 871.00' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Device 1 879.20'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.6' Crest Height #3 Device 1 877.60'21.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 871.10'60.0" Round RCP_Round 60" L= 62.8' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 871.10' / 871.00' S= 0.0016 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 19.63 sf #5 Device 4 879.20'96.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Secondary 882.20'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=24.15 cfs @ 12.53 hrs HW=879.50' TW=871.25' (Dynamic Tailwater) 1=RCP_Round 30" (Passes 10.53 cfs of 63.12 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Weir Controls 2.74 cfs @ 1.84 fps) 3=Orifice/Grate (Orifice Controls 7.79 cfs @ 5.93 fps) 4=RCP_Round 60" (Passes 13.62 cfs of 224.13 cfs potential flow) 5=Orifice/Grate (Weir Controls 13.62 cfs @ 1.80 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.60' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 36HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 4P: Pond 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=59.363 ac Peak Elev=879.50' Storage=344,601 cf 107.05 cfs 24.22 cfs 24.22 cfs 0.00 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 37HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 5P: Biofiltration 3 Inflow Area = 3.111 ac, 40.95% Impervious, Inflow Depth = 1.60" for 2-year event Inflow = 7.84 cfs @ 12.17 hrs, Volume= 0.415 af Outflow = 2.70 cfs @ 12.39 hrs, Volume= 0.415 af, Atten= 66%, Lag= 13.3 min Primary = 2.55 cfs @ 12.39 hrs, Volume= 0.199 af Routed to Pond WL4 : Wetland 4 Secondary = 0.16 cfs @ 12.39 hrs, Volume= 0.216 af Routed to Link WL1 : Wetland 1 Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 873.79' @ 12.39 hrs Surf.Area= 8,533 sf Storage= 7,774 cf Plug-Flow detention time= 327.3 min calculated for 0.415 af (100% of inflow) Center-of-Mass det. time= 327.6 min ( 1,131.6 - 803.9 ) Volume Invert Avail.Storage Storage Description #1 871.50' 4,384 cf Biofiltration Storage (Prismatic) Listed below (Recalc) #2 873.00' 128,938 cf Live Storage (Prismatic) Listed below (Recalc) 133,321 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 871.50 2,081 0 0 872.00 2,635 1,179 1,179 873.00 3,774 3,205 4,384 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 873.00 3,774 0 0 874.00 5,014 4,394 4,394 876.00 7,859 12,873 17,267 877.00 9,451 8,655 25,922 887.90 9,451 103,016 128,938 Device Routing Invert Outlet Devices #1 Primary 873.00'18.0" Round RCP_Round 18" L= 50.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 873.00' / 871.00' S= 0.0400 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 871.50'0.800 in/hr Exfiltration over Surface area #3 Tertiary 877.20'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 38HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=2.54 cfs @ 12.39 hrs HW=873.79' TW=871.22' (Dynamic Tailwater) 1=RCP_Round 18" (Inlet Controls 2.54 cfs @ 2.67 fps) Secondary OutFlow Max=0.16 cfs @ 12.39 hrs HW=873.79' TW=0.00' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.16 cfs) Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=871.50' TW=871.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Biofiltration 3 Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=3.111 ac Peak Elev=873.79' Storage=7,774 cf 7.84 cfs 2.70 cfs 2.55 cfs 0.16 cfs 0.00 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 39HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 6P: Biofiltration 2 Inflow Area = 11.765 ac, 40.57% Impervious, Inflow Depth = 1.60" for 2-year event Inflow = 28.78 cfs @ 12.17 hrs, Volume= 1.569 af Outflow = 19.80 cfs @ 12.27 hrs, Volume= 1.569 af, Atten= 31%, Lag= 5.8 min Primary = 19.80 cfs @ 12.27 hrs, Volume= 1.569 af Routed to Pond 7P : Biofiltration 1 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 7P : Biofiltration 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 915.06' @ 12.27 hrs Surf.Area= 21,453 sf Storage= 19,722 cf Plug-Flow detention time= 150.1 min calculated for 1.569 af (100% of inflow) Center-of-Mass det. time= 150.4 min ( 955.0 - 804.6 ) Volume Invert Avail.Storage Storage Description #1 913.00' 8,312 cf Biofiltration Storage (Prismatic) Listed below (Recalc) #2 914.00' 57,309 cf Live Storage (Prismatic) Listed below (Recalc) 65,621 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 913.00 7,170 0 0 914.00 9,454 8,312 8,312 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 9,454 0 0 916.00 14,239 23,693 23,693 917.00 16,783 15,511 39,204 918.00 19,427 18,105 57,309 Device Routing Invert Outlet Devices #1 Primary 904.75'36.0" Round RCP_Round 36" L= 51.4' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 904.75' / 904.50' S= 0.0049 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf #2 Device 1 913.00'0.800 in/hr Exfiltration over Surface area #3 Secondary 917.70'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #4 Device 1 914.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 40HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=19.42 cfs @ 12.27 hrs HW=915.05' TW=905.75' (Dynamic Tailwater) 1=RCP_Round 36" (Passes 19.42 cfs of 89.09 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.40 cfs) 4=Sharp-Crested Rectangular Weir (Weir Controls 19.03 cfs @ 3.78 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=913.00' TW=904.80' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 6P: Biofiltration 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=11.765 ac Peak Elev=915.06' Storage=19,722 cf 28.78 cfs 19.80 cfs 19.80 cfs 0.00 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 41HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 7P: Biofiltration 1 Inflow Area = 19.244 ac, 43.34% Impervious, Inflow Depth = 1.66" for 2-year event Inflow = 34.60 cfs @ 12.19 hrs, Volume= 2.663 af Outflow = 4.12 cfs @ 13.32 hrs, Volume= 2.664 af, Atten= 88%, Lag= 67.4 min Primary = 4.12 cfs @ 13.32 hrs, Volume= 2.664 af Routed to Pond 4P : Pond 1 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 906.61' @ 13.32 hrs Surf.Area= 71,796 sf Storage= 60,387 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 605.6 min ( 1,495.6 - 890.0 ) Volume Invert Avail.Storage Storage Description #1 904.80' 49,437 cf Biofiltration Storage (Prismatic) Listed below (Recalc) #2 906.30' 154,490 cf Live Storage (Prismatic) Listed below (Recalc) 203,927 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 904.80 30,553 0 0 906.00 34,398 38,971 38,971 906.30 35,381 10,467 49,437 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 906.30 35,381 0 0 908.00 41,141 65,044 65,044 910.00 48,305 89,446 154,490 Device Routing Invert Outlet Devices #1 Primary 900.44'30.0" Round RCP_Round 30" L= 77.7' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 900.44' / 900.05' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Device 1 904.80'0.800 in/hr Exfiltration over Surface area #3 Secondary 910.00'5.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #4 Device 1 906.30'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.5' Crest Height MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 42HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=4.12 cfs @ 13.32 hrs HW=906.60' TW=879.37' (Dynamic Tailwater) 1=RCP_Round 30" (Passes 4.12 cfs of 52.40 cfs potential flow) 2=Exfiltration (Exfiltration Controls 1.33 cfs) 4=Sharp-Crested Rectangular Weir (Weir Controls 2.79 cfs @ 1.85 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=904.80' TW=877.60' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 7P: Biofiltration 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=19.244 ac Peak Elev=906.61' Storage=60,387 cf 34.60 cfs 4.12 cfs 4.12 cfs 0.00 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 43HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 8P: Carriage Hills BMP Inflow Area = 43.800 ac, 33.14% Impervious, Inflow Depth = 0.76" for 2-year event Inflow = 27.13 cfs @ 12.47 hrs, Volume= 2.777 af Outflow = 2.39 cfs @ 14.33 hrs, Volume= 2.685 af, Atten= 91%, Lag= 111.4 min Primary = 2.39 cfs @ 14.33 hrs, Volume= 2.685 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 873.55' @ 14.81 hrs Surf.Area= 2.244 ac Storage= 1.665 af Plug-Flow detention time= 985.1 min calculated for 2.684 af (97% of inflow) Center-of-Mass det. time= 970.2 min ( 1,829.6 - 859.3 ) Volume Invert Avail.Storage Storage Description #1 872.75' 25.012 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 872.75 1.900 0.000 0.000 880.00 5.000 25.012 25.012 Device Routing Invert Outlet Devices #1 Primary 872.75'27.0" Round RCP_Round 27" L= 760.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 872.75' / 868.96' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.98 sf Primary OutFlow Max=2.39 cfs @ 14.33 hrs HW=873.55' TW=871.51' (Dynamic Tailwater) 1=RCP_Round 27" (Outlet Controls 2.39 cfs @ 2.80 fps) MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 44HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 8P: Carriage Hills BMP Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=43.800 ac Peak Elev=873.55' Storage=1.665 af 27.0" Round Culvert n=0.013 L=760.0' S=0.0050 '/' 27.13 cfs 2.39 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 45HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL4: Wetland 4 Inflow Area = 128.616 ac, 34.19% Impervious, Inflow Depth = 1.39" for 2-year event Inflow = 76.13 cfs @ 12.15 hrs, Volume= 14.939 af Outflow = 1.32 cfs @ 30.51 hrs, Volume= 11.820 af, Atten= 98%, Lag= 1,102.2 min Primary = 1.32 cfs @ 30.51 hrs, Volume= 11.820 af Routed to Link WL1 : Wetland 1 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Link WL1 : Wetland 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 1,013,114 sf Storage= 810,532 cf Peak Elev= 871.95' @ 30.51 hrs Surf.Area= 1,038,880 sf Storage= 1,302,380 cf (491,848 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 3,626.4 min ( 4,874.0 - 1,247.6 ) Volume Invert Avail.Storage Storage Description #1 869.00' 810,532 cf Dead Storage (Prismatic) Listed below (Recalc) #2 871.00' 3,949,377 cf Live Storage (Prismatic) Listed below (Recalc) 4,759,908 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 869.00 217,700 0 0 870.00 448,403 333,052 333,052 871.00 506,557 477,480 810,532 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 871.00 506,557 0 0 872.00 533,768 520,163 520,163 873.00 549,062 541,415 1,061,578 874.00 562,247 555,655 1,617,232 875.00 573,596 567,922 2,185,154 876.00 583,474 578,535 2,763,689 877.00 592,830 588,152 3,351,841 878.00 602,242 597,536 3,949,377 Device Routing Invert Outlet Devices #1 Primary 868.80'15.0" Round RCP_Round 15" L= 276.5' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 868.80' / 867.90' S= 0.0033 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 1.23 sf #2 Device 1 871.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 877.20'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 46HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=1.32 cfs @ 30.51 hrs HW=871.95' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 1.32 cfs of 5.84 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.32 cfs @ 3.77 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=871.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond WL4: Wetland 4 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=128.616 ac Peak Elev=871.95' Storage=1,302,380 cf 76.13 cfs 1.32 cfs 1.32 cfs 0.00 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 47HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: 14153 Fountain SE Storm Sewer Inflow Area = 6.040 ac, 11.44% Impervious, Inflow Depth = 1.18" for 2-year event Inflow = 5.22 cfs @ 12.15 hrs, Volume= 0.596 af Primary = 5.22 cfs @ 12.15 hrs, Volume= 0.596 af, Atten= 0%, Lag= 0.0 min Routed to Reach 22R : Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 1L: 14153 Fountain SE Storm Sewer Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=6.040 ac 5.22 cfs 5.22 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 48HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 2L: 14153 Fountain SW Storm Sewer Inflow Area = 0.696 ac, 39.26% Impervious, Inflow Depth = 1.60" for 2-year event Inflow = 1.93 cfs @ 12.14 hrs, Volume= 0.093 af Primary = 1.93 cfs @ 12.14 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 2L: 14153 Fountain SW Storm Sewer Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 Inflow Area=0.696 ac 1.93 cfs 1.93 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 49HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 3L: Fountain Hills 2nd Inflow Area = 0.905 ac, 28.70% Impervious, Inflow Depth = 1.45" for 2-year event Inflow = 2.29 cfs @ 12.14 hrs, Volume= 0.110 af Primary = 2.29 cfs @ 12.14 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 3L: Fountain Hills 2nd Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 Inflow Area=0.905 ac 2.29 cfs 2.29 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 50HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 4L: Pike Lake Trail Inflow Area = 0.068 ac, 0.00% Impervious, Inflow Depth = 1.13" for 2-year event Inflow = 0.13 cfs @ 12.15 hrs, Volume= 0.006 af Primary = 0.13 cfs @ 12.15 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 4L: Pike Lake Trail Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 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=0.068 ac 0.13 cfs 0.13 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 51HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 5L: Carriage Hills Development Inflow Area = 0.103 ac, 52.62% Impervious, Inflow Depth = 1.76" for 2-year event Inflow = 0.31 cfs @ 12.14 hrs, Volume= 0.015 af Primary = 0.31 cfs @ 12.14 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 5L: Carriage Hills Development Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 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=0.103 ac 0.31 cfs 0.31 cfs MSE 24-hr 3 2-year Rainfall=2.84"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 52HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link WL1: Wetland 1 Inflow Area = 128.616 ac, 34.19% Impervious, Inflow Depth > 1.12" for 2-year event Inflow = 1.38 cfs @ 28.97 hrs, Volume= 12.036 af Primary = 1.38 cfs @ 28.97 hrs, Volume= 12.036 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link WL1: Wetland 1 Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 1 0 Inflow Area=128.616 ac 1.38 cfs 1.38 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 53HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: Runoff = 3.47 cfs @ 12.14 hrs, Volume= 0.187 af, Depth> 3.76" Routed to Reach 11R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (ac) CN Description * 0.564 98 IMP * 0.034 61 GREEN 0.598 96 Weighted Average 0.034 5.69% Pervious Area 0.564 94.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 11S: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=0.598 ac Runoff Volume=0.187 af Runoff Depth>3.76" Tc=7.0 min CN=96 3.47 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 54HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Runoff = 0.57 cfs @ 12.15 hrs, Volume= 0.027 af, Depth= 1.77" Routed to Reach 23R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (ac) CN Description * 0.063 98 IMP * 0.121 61 GREEN 0.184 74 Weighted Average 0.121 65.76% Pervious Area 0.063 34.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 23S: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=0.184 ac Runoff Volume=0.027 af Runoff Depth=1.77" Tc=7.0 min CN=74 0.57 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 55HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 400: Runoff = 8.14 cfs @ 12.16 hrs, Volume= 0.442 af, Depth= 0.99" Routed to Pond 4-P : Fountain Hills Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (ac) CN Description * 0.078 98 IMP * 5.285 61 GREEN 5.363 62 Weighted Average 5.285 98.55% Pervious Area 0.078 1.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 400 0.1000 0.84 Lag/CN Method, Subcatchment 400: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=5.363 ac Runoff Volume=0.442 af Runoff Depth=0.99" Flow Length=400' Slope=0.1000 '/' Tc=7.9 min CN=62 8.14 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 56HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O1: Runoff = 16.91 cfs @ 12.14 hrs, Volume= 0.811 af, Depth= 2.23" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 189,919 80 >75% Grass cover, Good, HSG D 189,919 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O1: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=189,919 sf Runoff Volume=0.811 af Runoff Depth=2.23" Tc=7.0 min CN=80 16.91 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 57HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O2: Runoff = 6.78 cfs @ 12.15 hrs, Volume= 0.324 af, Depth= 1.99" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (ac) CN Adj Description 0.068 98 Unconnected roofs, HSG D 1.885 77 Woods, Good, HSG D 1.953 78 77 Weighted Average, UI Adjusted 1.885 96.52% Pervious Area 0.068 3.48% Impervious Area 0.068 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O2: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=1.953 ac Runoff Volume=0.324 af Runoff Depth=1.99" Tc=7.0 min UI Adjusted CN=77 6.78 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 58HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O3: Runoff = 3.39 cfs @ 12.15 hrs, Volume= 0.162 af, Depth= 2.07" Routed to Pond 3P : Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Adj Description 3,322 98 Unconnected roofs, HSG D 37,607 77 Woods, Good, HSG D 40,929 79 78 Weighted Average, UI Adjusted 37,607 91.88% Pervious Area 3,322 8.12% Impervious Area 3,322 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O3: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=40,929 sf Runoff Volume=0.162 af Runoff Depth=2.07" Tc=7.0 min UI Adjusted CN=78 3.39 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 59HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O4: Runoff = 1.89 cfs @ 12.17 hrs, Volume= 0.103 af, Depth= 2.32" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 921 98 Paved parking, HSG D 22,356 80 >75% Grass cover, Good, HSG D 23,277 81 Weighted Average 22,356 96.04% Pervious Area 921 3.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment O4: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=23,277 sf Runoff Volume=0.103 af Runoff Depth=2.32" Tc=9.8 min CN=81 1.89 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 60HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O5: Runoff = 0.66 cfs @ 12.17 hrs, Volume= 0.036 af, Depth= 2.49" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 1,167 98 Paved parking, HSG D 6,400 80 >75% Grass cover, Good, HSG D 7,567 83 Weighted Average 6,400 84.58% Pervious Area 1,167 15.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment O5: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=7,567 sf Runoff Volume=0.036 af Runoff Depth=2.49" Tc=9.8 min CN=83 0.66 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 61HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O6: Runoff = 0.52 cfs @ 12.14 hrs, Volume= 0.026 af, Depth= 3.04" Routed to Link 5L : Carriage Hills Development Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 2,372 98 Unconnected roofs, HSG D 2,136 80 >75% Grass cover, Good, HSG D 4,508 89 Weighted Average 2,136 47.38% Pervious Area 2,372 52.62% Impervious Area 2,372 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O6: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=4,508 sf Runoff Volume=0.026 af Runoff Depth=3.04" Tc=7.0 min CN=89 0.52 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 62HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O7: Runoff = 0.96 cfs @ 12.17 hrs, Volume= 0.054 af, Depth= 3.14" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 4,815 98 Unconnected roofs, HSG D 4,114 80 >75% Grass cover, Good, HSG D 8,929 90 Weighted Average 4,114 46.07% Pervious Area 4,815 53.93% Impervious Area 4,815 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment O7: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=8,929 sf Runoff Volume=0.054 af Runoff Depth=3.14" Tc=9.6 min CN=90 0.96 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 63HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O8: Runoff = 4.94 cfs @ 12.14 hrs, Volume= 0.254 af, Depth= 3.34" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 26,981 98 Unconnected roofs, HSG D 12,706 80 >75% Grass cover, Good, HSG D 39,687 92 Weighted Average 12,706 32.02% Pervious Area 26,981 67.98% Impervious Area 26,981 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O8: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=39,687 sf Runoff Volume=0.254 af Runoff Depth=3.34" Tc=7.0 min CN=92 4.94 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 64HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 50.38 cfs @ 12.17 hrs, Volume= 2.793 af, Depth= 2.85" Routed to Pond 6P : Biofiltration 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 207,931 98 Paved parking, HSG D 304,570 80 >75% Grass cover, Good, HSG D 512,501 87 Weighted Average 304,570 59.43% Pervious Area 207,931 40.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S1: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=512,501 sf Runoff Volume=2.793 af Runoff Depth=2.85" Tc=9.8 min CN=87 50.38 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 65HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S10: Runoff = 2.65 cfs @ 12.14 hrs, Volume= 0.128 af, Depth= 2.49" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 4,728 98 Paved parking, HSG D 22,223 80 >75% Grass cover, Good, HSG D 26,951 83 Weighted Average 22,223 82.46% Pervious Area 4,728 17.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S10: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=26,951 sf Runoff Volume=0.128 af Runoff Depth=2.49" Tc=7.0 min CN=83 2.65 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 66HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S11: Runoff = 3.35 cfs @ 12.14 hrs, Volume= 0.165 af, Depth= 2.85" Routed to Link 2L : 14153 Fountain SW Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 11,900 98 Paved parking, HSG D 18,414 80 >75% Grass cover, Good, HSG D 30,314 87 Weighted Average 18,414 60.74% Pervious Area 11,900 39.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S11: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=30,314 sf Runoff Volume=0.165 af Runoff Depth=2.85" Tc=7.0 min CN=87 3.35 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 67HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S12: Runoff = 0.27 cfs @ 12.14 hrs, Volume= 0.013 af, Depth= 2.23" Routed to Link 4L : Pike Lake Trail Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 2,983 80 >75% Grass cover, Good, HSG D 2,983 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S12: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.28 0.26 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 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=2,983 sf Runoff Volume=0.013 af Runoff Depth=2.23" Tc=7.0 min CN=80 0.27 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 68HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Runoff = 37.00 cfs @ 12.15 hrs, Volume= 1.894 af, Depth= 3.04" Routed to Pond 7P : Biofiltration 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 155,386 98 Paved parking, HSG D 170,395 80 >75% Grass cover, Good, HSG D 325,781 89 Weighted Average 170,395 52.30% Pervious Area 155,386 47.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S3: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 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 10-year Rainfall=4.23" Runoff Area=325,781 sf Runoff Volume=1.894 af Runoff Depth=3.04" Tc=7.7 min CN=89 37.00 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 69HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S4: Runoff = 4.12 cfs @ 12.14 hrs, Volume= 0.201 af, Depth= 2.66" Routed to Link 3L : Fountain Hills 2nd Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 11,308 98 Paved parking, HSG D 28,097 80 >75% Grass cover, Good, HSG D 39,405 85 Weighted Average 28,097 71.30% Pervious Area 11,308 28.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S4: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=39,405 sf Runoff Volume=0.201 af Runoff Depth=2.66" Tc=7.0 min CN=85 4.12 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 70HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Runoff = 177.09 cfs @ 12.17 hrs, Volume= 9.931 af, Depth= 3.04" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 791,193 98 Paved parking, HSG D 854,484 80 >75% Grass cover, Good, HSG D 62,133 98 Water Surface, 0% imp, HSG D 1,707,810 89 Weighted Average 916,617 53.67% Pervious Area 791,193 46.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S5: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=1,707,810 sf Runoff Volume=9.931 af Runoff Depth=3.04" Tc=9.8 min CN=89 177.09 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 71HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff = 13.71 cfs @ 12.16 hrs, Volume= 0.738 af, Depth= 2.85" Routed to Pond 5P : Biofiltration 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 55,488 98 Paved parking, HSG D 80,006 80 >75% Grass cover, Good, HSG D 135,494 87 Weighted Average 80,006 59.05% Pervious Area 55,488 40.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S6: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=135,494 sf Runoff Volume=0.738 af Runoff Depth=2.85" Tc=9.1 min CN=87 13.71 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 72HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S7: Runoff = 93.84 cfs @ 12.14 hrs, Volume= 4.900 af, Depth> 3.44" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 506,557 98 Water Surface, 0% imp, HSG D 197,696 80 >75% Grass cover, Good, HSG D 39,378 98 Paved parking, HSG D 743,631 93 Weighted Average 704,253 94.70% Pervious Area 39,378 5.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S7: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=743,631 sf Runoff Volume=4.900 af Runoff Depth>3.44" Tc=7.2 min CN=93 93.84 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 73HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Carriage Hills Runoff = 65.05 cfs @ 12.45 hrs, Volume= 6.185 af, Depth= 1.69" Routed to Pond 8P : Carriage Hills BMP Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (ac) CN Description 5.600 61 >75% Grass cover, Good, HSG B 38.200 75 1/4 acre lots, 38% imp, HSG B 43.800 73 Weighted Average 29.284 66.86% Pervious Area 14.516 33.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment S8: Carriage Hills Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=43.800 ac Runoff Volume=6.185 af Runoff Depth=1.69" Tc=30.0 min CN=73 65.05 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 74HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Runoff = 11.18 cfs @ 12.14 hrs, Volume= 0.543 af, Depth= 2.57" Routed to Pond 3P : Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-year Rainfall=4.23" Area (sf) CN Description 19,095 98 Paved parking, HSG D 6,272 98 Water Surface, 0% imp, HSG D 66,292 80 >75% Grass cover, Good, HSG D 18,492 77 Woods, Good, HSG D 110,151 84 Weighted Average 91,056 82.66% Pervious Area 19,095 17.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S9: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-year Rainfall=4.23" Runoff Area=110,151 sf Runoff Volume=0.543 af Runoff Depth=2.57" Tc=7.0 min CN=84 11.18 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 75HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 11R: Inflow Area = 0.598 ac, 94.31% Impervious, Inflow Depth > 3.76" for 10-year event Inflow = 3.47 cfs @ 12.14 hrs, Volume= 0.187 af Outflow = 3.47 cfs @ 12.14 hrs, Volume= 0.187 af, Atten= 0%, Lag= 0.0 min Routed to Reach 24R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 16.37 fps, Min. Travel Time= 0.0 min Avg. Velocity = 4.77 fps, Avg. Travel Time= 0.1 min Peak Storage= 6 cf @ 12.14 hrs Average Depth at Peak Storage= 0.31' , Surface Width= 0.93' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 16.19 cfs 12.0" Round Pipe n= 0.013 Length= 28.0' Slope= 0.2064 '/' Inlet Invert= 870.27', Outlet Invert= 864.49' Reach 11R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.598 ac Avg. Flow Depth=0.31' Max Vel=16.37 fps 12.0" Round Pipe n=0.013 L=28.0' S=0.2064 '/' Capacity=16.19 cfs 3.47 cfs 3.47 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 76HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 21R: Inflow Area = 6.822 ac, 19.32% Impervious, Inflow Depth > 2.41" for 10-year event Inflow = 14.38 cfs @ 12.15 hrs, Volume= 1.371 af Outflow = 14.38 cfs @ 12.15 hrs, Volume= 1.371 af, Atten= 0%, Lag= 0.0 min Routed to Pond 4-P : Fountain Hills Wetland Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 10.58 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.48 fps, Avg. Travel Time= 0.3 min Peak Storage= 42 cf @ 12.15 hrs Average Depth at Peak Storage= 0.89' , Surface Width= 1.99' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 34.95 cfs 24.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0239 '/' Inlet Invert= 862.74', Outlet Invert= 862.00' Reach 21R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.822 ac Avg. Flow Depth=0.89' Max Vel=10.58 fps 24.0" Round Pipe n=0.013 L=31.0' S=0.0239 '/' Capacity=34.95 cfs 14.38 cfs 14.38 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 77HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 22R: Inflow Area = 6.224 ac, 12.12% Impervious, Inflow Depth = 2.28" for 10-year event Inflow = 10.92 cfs @ 12.15 hrs, Volume= 1.184 af Outflow = 10.93 cfs @ 12.15 hrs, Volume= 1.184 af, Atten= 0%, Lag= 0.1 min Routed to Reach 24R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 9.86 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.45 fps, Avg. Travel Time= 1.2 min Peak Storage= 111 cf @ 12.15 hrs Average Depth at Peak Storage= 0.77' , Surface Width= 1.94' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.05 cfs 24.0" Round Pipe n= 0.013 Length= 100.0' Slope= 0.0240 '/' Inlet Invert= 866.89', Outlet Invert= 864.49' Reach 22R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.224 ac Avg. Flow Depth=0.77' Max Vel=9.86 fps 24.0" Round Pipe n=0.013 L=100.0' S=0.0240 '/' Capacity=35.05 cfs 10.92 cfs 10.93 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 78HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 23R: Inflow Area = 0.184 ac, 34.24% Impervious, Inflow Depth = 1.77" for 10-year event Inflow = 0.57 cfs @ 12.15 hrs, Volume= 0.027 af Outflow = 0.55 cfs @ 12.16 hrs, Volume= 0.027 af, Atten= 2%, Lag= 0.6 min Routed to Reach 22R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 2.52 fps, Min. Travel Time= 0.9 min Avg. Velocity = 0.79 fps, Avg. Travel Time= 2.8 min Peak Storage= 30 cf @ 12.16 hrs Average Depth at Peak Storage= 0.29' , Surface Width= 1.06' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 4.57 cfs 15.0" Round Pipe n= 0.013 Length= 134.0' Slope= 0.0050 '/' Inlet Invert= 867.56', Outlet Invert= 866.89' Reach 23R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.184 ac Avg. Flow Depth=0.29' Max Vel=2.52 fps 15.0" Round Pipe n=0.013 L=134.0' S=0.0050 '/' Capacity=4.57 cfs 0.57 cfs 0.55 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 79HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 24R: Inflow Area = 6.822 ac, 19.32% Impervious, Inflow Depth > 2.41" for 10-year event Inflow = 14.38 cfs @ 12.15 hrs, Volume= 1.371 af Outflow = 14.38 cfs @ 12.15 hrs, Volume= 1.371 af, Atten= 0%, Lag= 0.1 min Routed to Reach 21R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 10.60 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.48 fps, Avg. Travel Time= 0.8 min Peak Storage= 99 cf @ 12.15 hrs Average Depth at Peak Storage= 0.89' , Surface Width= 1.99' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.03 cfs 24.0" Round Pipe n= 0.013 Length= 73.0' Slope= 0.0240 '/' Inlet Invert= 864.49', Outlet Invert= 862.74' Reach 24R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.822 ac Avg. Flow Depth=0.89' Max Vel=10.60 fps 24.0" Round Pipe n=0.013 L=73.0' S=0.0240 '/' Capacity=35.03 cfs 14.38 cfs 14.38 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 80HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 3P: Pond 2 Inflow Area = 3.468 ac, 14.84% Impervious, Inflow Depth = 2.44" for 10-year event Inflow = 14.56 cfs @ 12.14 hrs, Volume= 0.705 af Outflow = 1.24 cfs @ 12.97 hrs, Volume= 0.704 af, Atten= 91%, Lag= 49.5 min Primary = 1.24 cfs @ 12.97 hrs, Volume= 0.704 af Routed to Link 1L : 14153 Fountain SE Storm Sewer Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Link 1L : 14153 Fountain SE Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 884.00' Surf.Area= 13,436 sf Storage= 10,262 cf Peak Elev= 885.97' @ 12.97 hrs Surf.Area= 17,045 sf Storage= 27,069 cf (16,807 cf above start) Plug-Flow detention time= 380.0 min calculated for 0.469 af (66% of inflow) Center-of-Mass det. time= 198.5 min ( 998.6 - 800.2 ) Volume Invert Avail.Storage Storage Description #1 879.00' 10,262 cf Dead Storage (Prismatic) Listed below (Recalc) #2 884.00' 28,468 cf Extended Detention Storage (Prismatic) Listed below (Recalc) #3 887.00' 29,115 cf Live Storage (Prismatic) Listed below (Recalc) 67,845 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 879.00 281 0 0 880.00 680 481 481 882.00 1,943 2,623 3,104 883.00 2,828 2,386 5,489 884.00 6,718 4,773 10,262 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 884.00 6,718 0 0 886.00 10,378 17,096 17,096 887.00 12,366 11,372 28,468 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 887.00 12,366 0 0 888.00 14,545 13,456 13,456 888.50 15,653 7,550 21,005 889.00 16,786 8,110 29,115 Device Routing Invert Outlet Devices #1 Primary 882.75'15.0" Round Culvert L= 24.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 882.75' / 881.86' S= 0.0360 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 884.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 888.50'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 81HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #4 Device 1 887.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.24 cfs @ 12.97 hrs HW=885.97' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.24 cfs of 8.40 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.24 cfs @ 6.32 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=884.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 3P: Pond 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.468 ac Peak Elev=885.97' Storage=27,069 cf 14.56 cfs 1.24 cfs 1.24 cfs 0.00 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 82HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4-P: Fountain Hills Wetland Inflow Area = 12.185 ac, 11.46% Impervious, Inflow Depth > 1.79" for 10-year event Inflow = 22.42 cfs @ 12.15 hrs, Volume= 1.813 af Outflow = 2.26 cfs @ 13.63 hrs, Volume= 1.809 af, Atten= 90%, Lag= 88.5 min Primary = 2.26 cfs @ 13.63 hrs, Volume= 1.809 af Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 862.85' @ 13.63 hrs Surf.Area= 56,522 sf Storage= 31,276 cf Plug-Flow detention time= 289.5 min calculated for 1.809 af (100% of inflow) Center-of-Mass det. time= 282.1 min ( 1,169.1 - 887.0 ) Volume Invert Avail.Storage Storage Description #1 862.00' 343,597 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 862.00 17,001 0 0 863.00 63,453 40,227 40,227 864.00 94,116 78,785 119,012 865.00 116,304 105,210 224,222 866.00 122,446 119,375 343,597 Device Routing Invert Outlet Devices #1 Primary 862.00'12.0" Round RCP_Round 12" L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 862.00' / 861.50' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 865.40'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 7.00 18.00 27.00 110.00 126.00 132.00 Height (feet) 0.60 0.40 0.20 0.00 0.20 0.40 0.60 Primary OutFlow Max=2.26 cfs @ 13.63 hrs HW=862.85' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 2.26 cfs @ 4.27 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=862.00' (Free Discharge) 2=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 83HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 4-P: Fountain Hills Wetland Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 25 24 23 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=12.185 ac Peak Elev=862.85' Storage=31,276 cf 22.42 cfs 2.26 cfs 2.26 cfs 0.00 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 84HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4P: Pond 1 Inflow Area = 59.363 ac, 44.91% Impervious, Inflow Depth = 2.99" for 10-year event Inflow = 181.73 cfs @ 12.17 hrs, Volume= 14.812 af Outflow = 97.94 cfs @ 12.33 hrs, Volume= 14.809 af, Atten= 46%, Lag= 9.3 min Primary = 97.94 cfs @ 12.33 hrs, Volume= 14.809 af Routed to Pond WL4 : Wetland 4 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 877.60' Surf.Area= 124,266 sf Storage= 210,221 cf Peak Elev= 880.13' @ 12.33 hrs Surf.Area= 223,457 sf Storage= 395,985 cf (185,764 cf above start) Plug-Flow detention time= 532.9 min calculated for 9.981 af (67% of inflow) Center-of-Mass det. time= 169.9 min ( 1,097.7 - 927.8 ) Volume Invert Avail.Storage Storage Description #1 867.60' 210,221 cf Dead Storage (Prismatic) Listed below (Recalc) #2 877.60' 110,840 cf Extended Detention Storage (Prismatic) Listed below (Recalc) #3 879.20' 356,580 cf Live Storage (Prismatic) Listed below (Recalc) 677,640 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 867.60 3,317 0 0 868.00 3,807 1,425 1,425 870.00 7,854 11,661 13,086 872.00 14,491 22,345 35,431 874.00 24,896 39,387 74,818 876.00 36,428 61,324 136,142 876.60 40,105 22,960 159,102 877.60 62,133 51,119 210,221 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.60 62,133 0 0 878.00 65,684 25,563 25,563 879.20 76,443 85,276 110,840 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 879.20 76,443 0 0 880.00 83,696 64,056 64,056 882.00 102,076 185,772 249,828 882.20 103,940 20,602 270,429 883.00 111,436 86,150 356,580 MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 85HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 871.12'30.0" Round RCP_Round 30" L= 54.6' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 871.12' / 871.00' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Device 1 879.20'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.6' Crest Height #3 Device 1 877.60'21.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 871.10'60.0" Round RCP_Round 60" L= 62.8' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 871.10' / 871.00' S= 0.0016 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 19.63 sf #5 Device 4 879.20'96.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Secondary 882.20'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=97.42 cfs @ 12.33 hrs HW=880.13' TW=871.45' (Dynamic Tailwater) 1=RCP_Round 30" (Passes 24.26 cfs of 65.82 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Weir Controls 15.01 cfs @ 3.37 fps) 3=Orifice/Grate (Orifice Controls 9.26 cfs @ 7.05 fps) 4=RCP_Round 60" (Passes 73.16 cfs of 241.51 cfs potential flow) 5=Orifice/Grate (Weir Controls 73.16 cfs @ 3.15 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.60' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 86HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 4P: Pond 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=59.363 ac Peak Elev=880.13' Storage=395,985 cf 181.73 cfs 97.94 cfs 97.94 cfs 0.00 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 87HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 5P: Biofiltration 3 Inflow Area = 3.111 ac, 40.95% Impervious, Inflow Depth = 2.85" for 10-year event Inflow = 13.71 cfs @ 12.16 hrs, Volume= 0.738 af Outflow = 6.90 cfs @ 12.30 hrs, Volume= 0.738 af, Atten= 50%, Lag= 8.5 min Primary = 6.72 cfs @ 12.30 hrs, Volume= 0.494 af Routed to Pond WL4 : Wetland 4 Secondary = 0.18 cfs @ 12.30 hrs, Volume= 0.245 af Routed to Link WL1 : Wetland 1 Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 874.55' @ 12.30 hrs Surf.Area= 9,573 sf Storage= 11,761 cf Plug-Flow detention time= 203.5 min calculated for 0.738 af (100% of inflow) Center-of-Mass det. time= 203.8 min ( 996.2 - 792.4 ) Volume Invert Avail.Storage Storage Description #1 871.50' 4,384 cf Biofiltration Storage (Prismatic) Listed below (Recalc) #2 873.00' 128,938 cf Live Storage (Prismatic) Listed below (Recalc) 133,321 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 871.50 2,081 0 0 872.00 2,635 1,179 1,179 873.00 3,774 3,205 4,384 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 873.00 3,774 0 0 874.00 5,014 4,394 4,394 876.00 7,859 12,873 17,267 877.00 9,451 8,655 25,922 887.90 9,451 103,016 128,938 Device Routing Invert Outlet Devices #1 Primary 873.00'18.0" Round RCP_Round 18" L= 50.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 873.00' / 871.00' S= 0.0400 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 871.50'0.800 in/hr Exfiltration over Surface area #3 Tertiary 877.20'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 88HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=6.71 cfs @ 12.30 hrs HW=874.55' TW=871.43' (Dynamic Tailwater) 1=RCP_Round 18" (Inlet Controls 6.71 cfs @ 3.80 fps) Secondary OutFlow Max=0.18 cfs @ 12.30 hrs HW=874.55' TW=0.00' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.18 cfs) Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=871.50' TW=871.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Biofiltration 3 Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.111 ac Peak Elev=874.55' Storage=11,761 cf 13.71 cfs 6.90 cfs 6.72 cfs 0.18 cfs 0.00 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 89HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 6P: Biofiltration 2 Inflow Area = 11.765 ac, 40.57% Impervious, Inflow Depth = 2.85" for 10-year event Inflow = 50.38 cfs @ 12.17 hrs, Volume= 2.793 af Outflow = 39.28 cfs @ 12.25 hrs, Volume= 2.793 af, Atten= 22%, Lag= 4.6 min Primary = 39.28 cfs @ 12.25 hrs, Volume= 2.793 af Routed to Pond 7P : Biofiltration 1 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 7P : Biofiltration 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 915.65' @ 12.25 hrs Surf.Area= 22,853 sf Storage= 27,152 cf Plug-Flow detention time= 93.6 min calculated for 2.792 af (100% of inflow) Center-of-Mass det. time= 93.9 min ( 886.9 - 793.1 ) Volume Invert Avail.Storage Storage Description #1 913.00' 8,312 cf Biofiltration Storage (Prismatic) Listed below (Recalc) #2 914.00' 57,309 cf Live Storage (Prismatic) Listed below (Recalc) 65,621 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 913.00 7,170 0 0 914.00 9,454 8,312 8,312 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 9,454 0 0 916.00 14,239 23,693 23,693 917.00 16,783 15,511 39,204 918.00 19,427 18,105 57,309 Device Routing Invert Outlet Devices #1 Primary 904.75'36.0" Round RCP_Round 36" L= 51.4' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 904.75' / 904.50' S= 0.0049 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf #2 Device 1 913.00'0.800 in/hr Exfiltration over Surface area #3 Secondary 917.70'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #4 Device 1 914.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 90HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=39.18 cfs @ 12.25 hrs HW=915.65' TW=906.73' (Dynamic Tailwater) 1=RCP_Round 36" (Passes 39.18 cfs of 89.69 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.42 cfs) 4=Sharp-Crested Rectangular Weir (Weir Controls 38.76 cfs @ 5.04 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=913.00' TW=904.80' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 6P: Biofiltration 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=11.765 ac Peak Elev=915.65' Storage=27,152 cf 50.38 cfs 39.28 cfs 39.28 cfs 0.00 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 91HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 7P: Biofiltration 1 Inflow Area = 19.244 ac, 43.34% Impervious, Inflow Depth = 2.92" for 10-year event Inflow = 67.36 cfs @ 12.18 hrs, Volume= 4.687 af Outflow = 20.30 cfs @ 12.57 hrs, Volume= 4.688 af, Atten= 70%, Lag= 23.8 min Primary = 20.30 cfs @ 12.57 hrs, Volume= 4.688 af Routed to Pond 4P : Pond 1 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 907.37' @ 12.57 hrs Surf.Area= 74,399 sf Storage= 89,368 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 383.1 min ( 1,229.2 - 846.2 ) Volume Invert Avail.Storage Storage Description #1 904.80' 49,437 cf Biofiltration Storage (Prismatic) Listed below (Recalc) #2 906.30' 154,490 cf Live Storage (Prismatic) Listed below (Recalc) 203,927 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 904.80 30,553 0 0 906.00 34,398 38,971 38,971 906.30 35,381 10,467 49,437 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 906.30 35,381 0 0 908.00 41,141 65,044 65,044 910.00 48,305 89,446 154,490 Device Routing Invert Outlet Devices #1 Primary 900.44'30.0" Round RCP_Round 30" L= 77.7' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 900.44' / 900.05' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Device 1 904.80'0.800 in/hr Exfiltration over Surface area #3 Secondary 910.00'5.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #4 Device 1 906.30'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.5' Crest Height MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 92HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=20.24 cfs @ 12.57 hrs HW=907.37' TW=879.95' (Dynamic Tailwater) 1=RCP_Round 30" (Passes 20.24 cfs of 56.34 cfs potential flow) 2=Exfiltration (Exfiltration Controls 1.38 cfs) 4=Sharp-Crested Rectangular Weir (Weir Controls 18.87 cfs @ 3.68 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=904.80' TW=877.60' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 7P: Biofiltration 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=19.244 ac Peak Elev=907.37' Storage=89,368 cf 67.36 cfs 20.30 cfs 20.30 cfs 0.00 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 93HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 8P: Carriage Hills BMP Inflow Area = 43.800 ac, 33.14% Impervious, Inflow Depth = 1.69" for 10-year event Inflow = 65.05 cfs @ 12.45 hrs, Volume= 6.185 af Outflow = 8.50 cfs @ 13.66 hrs, Volume= 6.070 af, Atten= 87%, Lag= 72.5 min Primary = 8.50 cfs @ 13.66 hrs, Volume= 6.070 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 874.34' @ 13.77 hrs Surf.Area= 2.578 ac Storage= 3.550 af Plug-Flow detention time= 753.5 min calculated for 6.070 af (98% of inflow) Center-of-Mass det. time= 742.9 min ( 1,583.8 - 840.9 ) Volume Invert Avail.Storage Storage Description #1 872.75' 25.012 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 872.75 1.900 0.000 0.000 880.00 5.000 25.012 25.012 Device Routing Invert Outlet Devices #1 Primary 872.75'27.0" Round RCP_Round 27" L= 760.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 872.75' / 868.96' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.98 sf Primary OutFlow Max=8.47 cfs @ 13.66 hrs HW=874.33' TW=872.06' (Dynamic Tailwater) 1=RCP_Round 27" (Outlet Controls 8.47 cfs @ 3.98 fps) MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 94HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 8P: Carriage Hills BMP Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=43.800 ac Peak Elev=874.34' Storage=3.550 af 27.0" Round Culvert n=0.013 L=760.0' S=0.0050 '/' 65.05 cfs 8.50 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 95HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL4: Wetland 4 Inflow Area = 128.616 ac, 34.19% Impervious, Inflow Depth > 2.55" for 10-year event Inflow = 157.85 cfs @ 12.20 hrs, Volume= 27.337 af Outflow = 2.05 cfs @ 28.70 hrs, Volume= 22.002 af, Atten= 99%, Lag= 990.0 min Primary = 2.05 cfs @ 28.70 hrs, Volume= 22.002 af Routed to Link WL1 : Wetland 1 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Link WL1 : Wetland 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 1,013,114 sf Storage= 810,532 cf Peak Elev= 872.82' @ 28.70 hrs Surf.Area= 1,052,812 sf Storage= 1,771,589 cf (961,057 cf above start) Plug-Flow detention time= 9,651.3 min calculated for 3.395 af (12% of inflow) Center-of-Mass det. time= 4,243.8 min ( 5,374.0 - 1,130.2 ) Volume Invert Avail.Storage Storage Description #1 869.00' 810,532 cf Dead Storage (Prismatic) Listed below (Recalc) #2 871.00' 3,949,377 cf Live Storage (Prismatic) Listed below (Recalc) 4,759,908 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 869.00 217,700 0 0 870.00 448,403 333,052 333,052 871.00 506,557 477,480 810,532 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 871.00 506,557 0 0 872.00 533,768 520,163 520,163 873.00 549,062 541,415 1,061,578 874.00 562,247 555,655 1,617,232 875.00 573,596 567,922 2,185,154 876.00 583,474 578,535 2,763,689 877.00 592,830 588,152 3,351,841 878.00 602,242 597,536 3,949,377 Device Routing Invert Outlet Devices #1 Primary 868.80'15.0" Round RCP_Round 15" L= 276.5' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 868.80' / 867.90' S= 0.0033 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 1.23 sf #2 Device 1 871.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 877.20'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 96HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=2.05 cfs @ 28.70 hrs HW=872.82' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 2.05 cfs of 6.69 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.05 cfs @ 5.86 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=871.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond WL4: Wetland 4 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=128.616 ac Peak Elev=872.82' Storage=1,771,589 cf 157.85 cfs 2.05 cfs 2.05 cfs 0.00 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 97HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: 14153 Fountain SE Storm Sewer Inflow Area = 6.040 ac, 11.44% Impervious, Inflow Depth = 2.30" for 10-year event Inflow = 10.37 cfs @ 12.15 hrs, Volume= 1.157 af Primary = 10.37 cfs @ 12.15 hrs, Volume= 1.157 af, Atten= 0%, Lag= 0.0 min Routed to Reach 22R : Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 1L: 14153 Fountain SE Storm Sewer Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.040 ac 10.37 cfs 10.37 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 98HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 2L: 14153 Fountain SW Storm Sewer Inflow Area = 0.696 ac, 39.26% Impervious, Inflow Depth = 2.85" for 10-year event Inflow = 3.35 cfs @ 12.14 hrs, Volume= 0.165 af Primary = 3.35 cfs @ 12.14 hrs, Volume= 0.165 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 2L: 14153 Fountain SW Storm Sewer Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.696 ac 3.35 cfs 3.35 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 99HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 3L: Fountain Hills 2nd Inflow Area = 0.905 ac, 28.70% Impervious, Inflow Depth = 2.66" for 10-year event Inflow = 4.12 cfs @ 12.14 hrs, Volume= 0.201 af Primary = 4.12 cfs @ 12.14 hrs, Volume= 0.201 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 3L: Fountain Hills 2nd Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.905 ac 4.12 cfs 4.12 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 100HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 4L: Pike Lake Trail Inflow Area = 0.068 ac, 0.00% Impervious, Inflow Depth = 2.23" for 10-year event Inflow = 0.27 cfs @ 12.14 hrs, Volume= 0.013 af Primary = 0.27 cfs @ 12.14 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 4L: Pike Lake Trail Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.28 0.26 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=0.068 ac 0.27 cfs 0.27 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 101HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 5L: Carriage Hills Development Inflow Area = 0.103 ac, 52.62% Impervious, Inflow Depth = 3.04" for 10-year event Inflow = 0.52 cfs @ 12.14 hrs, Volume= 0.026 af Primary = 0.52 cfs @ 12.14 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 5L: Carriage Hills Development Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.103 ac 0.52 cfs 0.52 cfs MSE 24-hr 3 10-year Rainfall=4.23"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 102HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link WL1: Wetland 1 Inflow Area = 128.616 ac, 34.19% Impervious, Inflow Depth > 2.08" for 10-year event Inflow = 2.12 cfs @ 21.80 hrs, Volume= 22.247 af Primary = 2.12 cfs @ 21.80 hrs, Volume= 22.247 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link WL1: Wetland 1 Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 Inflow Area=128.616 ac 2.12 cfs 2.12 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 103HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: Runoff = 6.17 cfs @ 12.14 hrs, Volume= 0.342 af, Depth> 6.87" Routed to Reach 11R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (ac) CN Description * 0.564 98 IMP * 0.034 61 GREEN 0.598 96 Weighted Average 0.034 5.69% Pervious Area 0.564 94.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 11S: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=0.598 ac Runoff Volume=0.342 af Runoff Depth>6.87" Tc=7.0 min CN=96 6.17 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 104HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: Runoff = 1.39 cfs @ 12.14 hrs, Volume= 0.067 af, Depth= 4.39" Routed to Reach 23R : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (ac) CN Description * 0.063 98 IMP * 0.121 61 GREEN 0.184 74 Weighted Average 0.121 65.76% Pervious Area 0.063 34.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 23S: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=0.184 ac Runoff Volume=0.067 af Runoff Depth=4.39" Tc=7.0 min CN=74 1.39 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 105HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 400: Runoff = 27.75 cfs @ 12.16 hrs, Volume= 1.385 af, Depth= 3.10" Routed to Pond 4-P : Fountain Hills Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (ac) CN Description * 0.078 98 IMP * 5.285 61 GREEN 5.363 62 Weighted Average 5.285 98.55% Pervious Area 0.078 1.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 400 0.1000 0.84 Lag/CN Method, Subcatchment 400: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=5.363 ac Runoff Volume=1.385 af Runoff Depth=3.10" Flow Length=400' Slope=0.1000 '/' Tc=7.9 min CN=62 27.75 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 106HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O1: Runoff = 37.23 cfs @ 12.14 hrs, Volume= 1.840 af, Depth= 5.06" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 189,919 80 >75% Grass cover, Good, HSG D 189,919 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O1: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 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-year Rainfall=7.40" Runoff Area=189,919 sf Runoff Volume=1.840 af Runoff Depth=5.06" Tc=7.0 min CN=80 37.23 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 107HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O2: Runoff = 15.75 cfs @ 12.14 hrs, Volume= 0.769 af, Depth= 4.73" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (ac) CN Adj Description 0.068 98 Unconnected roofs, HSG D 1.885 77 Woods, Good, HSG D 1.953 78 77 Weighted Average, UI Adjusted 1.885 96.52% Pervious Area 0.068 3.48% Impervious Area 0.068 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O2: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=1.953 ac Runoff Volume=0.769 af Runoff Depth=4.73" Tc=7.0 min UI Adjusted CN=77 15.75 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 108HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O3: Runoff = 7.73 cfs @ 12.14 hrs, Volume= 0.379 af, Depth= 4.84" Routed to Pond 3P : Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Adj Description 3,322 98 Unconnected roofs, HSG D 37,607 77 Woods, Good, HSG D 40,929 79 78 Weighted Average, UI Adjusted 37,607 91.88% Pervious Area 3,322 8.12% Impervious Area 3,322 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O3: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=40,929 sf Runoff Volume=0.379 af Runoff Depth=4.84" Tc=7.0 min UI Adjusted CN=78 7.73 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 109HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O4: Runoff = 4.13 cfs @ 12.17 hrs, Volume= 0.231 af, Depth= 5.18" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 921 98 Paved parking, HSG D 22,356 80 >75% Grass cover, Good, HSG D 23,277 81 Weighted Average 22,356 96.04% Pervious Area 921 3.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment O4: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=23,277 sf Runoff Volume=0.231 af Runoff Depth=5.18" Tc=9.8 min CN=81 4.13 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 110HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O5: Runoff = 1.39 cfs @ 12.17 hrs, Volume= 0.078 af, Depth= 5.41" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 1,167 98 Paved parking, HSG D 6,400 80 >75% Grass cover, Good, HSG D 7,567 83 Weighted Average 6,400 84.58% Pervious Area 1,167 15.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment O5: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=7,567 sf Runoff Volume=0.078 af Runoff Depth=5.41" Tc=9.8 min CN=83 1.39 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 111HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O6: Runoff = 1.01 cfs @ 12.14 hrs, Volume= 0.053 af, Depth> 6.10" Routed to Link 5L : Carriage Hills Development Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 2,372 98 Unconnected roofs, HSG D 2,136 80 >75% Grass cover, Good, HSG D 4,508 89 Weighted Average 2,136 47.38% Pervious Area 2,372 52.62% Impervious Area 2,372 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O6: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=4,508 sf Runoff Volume=0.053 af Runoff Depth>6.10" Tc=7.0 min CN=89 1.01 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 112HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O7: Runoff = 1.82 cfs @ 12.17 hrs, Volume= 0.106 af, Depth> 6.21" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 4,815 98 Unconnected roofs, HSG D 4,114 80 >75% Grass cover, Good, HSG D 8,929 90 Weighted Average 4,114 46.07% Pervious Area 4,815 53.93% Impervious Area 4,815 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment O7: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=8,929 sf Runoff Volume=0.106 af Runoff Depth>6.21" Tc=9.6 min CN=90 1.82 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 113HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment O8: Runoff = 9.15 cfs @ 12.14 hrs, Volume= 0.489 af, Depth> 6.44" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 26,981 98 Unconnected roofs, HSG D 12,706 80 >75% Grass cover, Good, HSG D 39,687 92 Weighted Average 12,706 32.02% Pervious Area 26,981 67.98% Impervious Area 26,981 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment O8: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=39,687 sf Runoff Volume=0.489 af Runoff Depth>6.44" Tc=7.0 min CN=92 9.15 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 114HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S1: Runoff = 100.00 cfs @ 12.17 hrs, Volume= 5.752 af, Depth= 5.87" Routed to Pond 6P : Biofiltration 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 207,931 98 Paved parking, HSG D 304,570 80 >75% Grass cover, Good, HSG D 512,501 87 Weighted Average 304,570 59.43% Pervious Area 207,931 40.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S1: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=512,501 sf Runoff Volume=5.752 af Runoff Depth=5.87" Tc=9.8 min CN=87 100.00 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 115HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S10: Runoff = 5.56 cfs @ 12.14 hrs, Volume= 0.279 af, Depth= 5.41" Routed to Link 1L : 14153 Fountain SE Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 4,728 98 Paved parking, HSG D 22,223 80 >75% Grass cover, Good, HSG D 26,951 83 Weighted Average 22,223 82.46% Pervious Area 4,728 17.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S10: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=26,951 sf Runoff Volume=0.279 af Runoff Depth=5.41" Tc=7.0 min CN=83 5.56 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 116HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S11: Runoff = 6.62 cfs @ 12.14 hrs, Volume= 0.340 af, Depth= 5.87" Routed to Link 2L : 14153 Fountain SW Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 11,900 98 Paved parking, HSG D 18,414 80 >75% Grass cover, Good, HSG D 30,314 87 Weighted Average 18,414 60.74% Pervious Area 11,900 39.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S11: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=30,314 sf Runoff Volume=0.340 af Runoff Depth=5.87" Tc=7.0 min CN=87 6.62 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 117HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S12: Runoff = 0.58 cfs @ 12.14 hrs, Volume= 0.029 af, Depth= 5.06" Routed to Link 4L : Pike Lake Trail Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 2,983 80 >75% Grass cover, Good, HSG D 2,983 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S12: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=2,983 sf Runoff Volume=0.029 af Runoff Depth=5.06" Tc=7.0 min CN=80 0.58 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 118HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S3: Runoff = 71.18 cfs @ 12.15 hrs, Volume= 3.801 af, Depth> 6.10" Routed to Pond 7P : Biofiltration 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 155,386 98 Paved parking, HSG D 170,395 80 >75% Grass cover, Good, HSG D 325,781 89 Weighted Average 170,395 52.30% Pervious Area 155,386 47.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S3: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=325,781 sf Runoff Volume=3.801 af Runoff Depth>6.10" Tc=7.7 min CN=89 71.18 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 119HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S4: Runoff = 8.38 cfs @ 12.14 hrs, Volume= 0.425 af, Depth= 5.64" Routed to Link 3L : Fountain Hills 2nd Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 11,308 98 Paved parking, HSG D 28,097 80 >75% Grass cover, Good, HSG D 39,405 85 Weighted Average 28,097 71.30% Pervious Area 11,308 28.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S4: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=39,405 sf Runoff Volume=0.425 af Runoff Depth=5.64" Tc=7.0 min CN=85 8.38 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 120HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Runoff = 341.72 cfs @ 12.17 hrs, Volume= 19.926 af, Depth> 6.10" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 791,193 98 Paved parking, HSG D 854,484 80 >75% Grass cover, Good, HSG D 62,133 98 Water Surface, 0% imp, HSG D 1,707,810 89 Weighted Average 916,617 53.67% Pervious Area 791,193 46.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S5: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 380 360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=1,707,810 sf Runoff Volume=19.926 af Runoff Depth>6.10" Tc=9.8 min CN=89 341.72 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 121HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S6: Runoff = 27.20 cfs @ 12.16 hrs, Volume= 1.521 af, Depth= 5.87" Routed to Pond 5P : Biofiltration 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 55,488 98 Paved parking, HSG D 80,006 80 >75% Grass cover, Good, HSG D 135,494 87 Weighted Average 80,006 59.05% Pervious Area 55,488 40.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S6: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=135,494 sf Runoff Volume=1.521 af Runoff Depth=5.87" Tc=9.1 min CN=87 27.20 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 122HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S7: Runoff = 171.83 cfs @ 12.14 hrs, Volume= 9.321 af, Depth> 6.55" Routed to Pond WL4 : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 506,557 98 Water Surface, 0% imp, HSG D 197,696 80 >75% Grass cover, Good, HSG D 39,378 98 Paved parking, HSG D 743,631 93 Weighted Average 704,253 94.70% Pervious Area 39,378 5.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 Direct Entry, Per Storm Sewer Rational Calculations Subcatchment S7: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=743,631 sf Runoff Volume=9.321 af Runoff Depth>6.55" Tc=7.2 min CN=93 171.83 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 123HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S8: Carriage Hills Runoff = 167.81 cfs @ 12.43 hrs, Volume= 15.630 af, Depth= 4.28" Routed to Pond 8P : Carriage Hills BMP Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (ac) CN Description 5.600 61 >75% Grass cover, Good, HSG B 38.200 75 1/4 acre lots, 38% imp, HSG B 43.800 73 Weighted Average 29.284 66.86% Pervious Area 14.516 33.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment S8: Carriage Hills Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 MSE 24-hr 3 100-year Rainfall=7.40" Runoff Area=43.800 ac Runoff Volume=15.630 af Runoff Depth=4.28" Tc=30.0 min CN=73 167.81 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 124HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S9: Runoff = 23.07 cfs @ 12.14 hrs, Volume= 1.163 af, Depth= 5.52" Routed to Pond 3P : Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-year Rainfall=7.40" Area (sf) CN Description 19,095 98 Paved parking, HSG D 6,272 98 Water Surface, 0% imp, HSG D 66,292 80 >75% Grass cover, Good, HSG D 18,492 77 Woods, Good, HSG D 110,151 84 Weighted Average 91,056 82.66% Pervious Area 19,095 17.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S9: Runoff Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 25 24 23 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-year Rainfall=7.40" Runoff Area=110,151 sf Runoff Volume=1.163 af Runoff Depth=5.52" Tc=7.0 min CN=84 23.07 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 125HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 11R: Inflow Area = 0.598 ac, 94.31% Impervious, Inflow Depth > 6.87" for 100-year event Inflow = 6.17 cfs @ 12.14 hrs, Volume= 0.342 af Outflow = 6.18 cfs @ 12.14 hrs, Volume= 0.342 af, Atten= 0%, Lag= 0.0 min Routed to Reach 24R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 19.18 fps, Min. Travel Time= 0.0 min Avg. Velocity = 5.76 fps, Avg. Travel Time= 0.1 min Peak Storage= 9 cf @ 12.14 hrs Average Depth at Peak Storage= 0.43' , Surface Width= 0.99' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 16.19 cfs 12.0" Round Pipe n= 0.013 Length= 28.0' Slope= 0.2064 '/' Inlet Invert= 870.27', Outlet Invert= 864.49' Reach 11R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=0.598 ac Avg. Flow Depth=0.43' Max Vel=19.18 fps 12.0" Round Pipe n=0.013 L=28.0' S=0.2064 '/' Capacity=16.19 cfs 6.17 cfs 6.18 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 126HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 21R: Inflow Area = 6.822 ac, 19.32% Impervious, Inflow Depth > 5.28" for 100-year event Inflow = 30.31 cfs @ 12.15 hrs, Volume= 2.999 af Outflow = 30.31 cfs @ 12.15 hrs, Volume= 2.999 af, Atten= 0%, Lag= 0.0 min Routed to Pond 4-P : Fountain Hills Wetland Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 12.52 fps, Min. Travel Time= 0.0 min Avg. Velocity = 1.67 fps, Avg. Travel Time= 0.3 min Peak Storage= 75 cf @ 12.15 hrs Average Depth at Peak Storage= 1.44' , Surface Width= 1.80' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 34.95 cfs 24.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0239 '/' Inlet Invert= 862.74', Outlet Invert= 862.00' Reach 21R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=6.822 ac Avg. Flow Depth=1.44' Max Vel=12.52 fps 24.0" Round Pipe n=0.013 L=31.0' S=0.0239 '/' Capacity=34.95 cfs 30.31 cfs 30.31 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 127HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 22R: Inflow Area = 6.224 ac, 12.12% Impervious, Inflow Depth = 5.12" for 100-year event Inflow = 24.11 cfs @ 12.14 hrs, Volume= 2.657 af Outflow = 24.15 cfs @ 12.15 hrs, Volume= 2.657 af, Atten= 0%, Lag= 0.1 min Routed to Reach 24R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 12.02 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.64 fps, Avg. Travel Time= 1.0 min Peak Storage= 201 cf @ 12.15 hrs Average Depth at Peak Storage= 1.22' , Surface Width= 1.95' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.05 cfs 24.0" Round Pipe n= 0.013 Length= 100.0' Slope= 0.0240 '/' Inlet Invert= 866.89', Outlet Invert= 864.49' Reach 22R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 27 26 25 24 23 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=6.224 ac Avg. Flow Depth=1.22' Max Vel=12.02 fps 24.0" Round Pipe n=0.013 L=100.0' S=0.0240 '/' Capacity=35.05 cfs 24.11 cfs 24.15 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 128HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 23R: Inflow Area = 0.184 ac, 34.24% Impervious, Inflow Depth = 4.39" for 100-year event Inflow = 1.39 cfs @ 12.14 hrs, Volume= 0.067 af Outflow = 1.38 cfs @ 12.15 hrs, Volume= 0.067 af, Atten= 1%, Lag= 0.5 min Routed to Reach 22R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 3.26 fps, Min. Travel Time= 0.7 min Avg. Velocity = 0.96 fps, Avg. Travel Time= 2.3 min Peak Storage= 57 cf @ 12.15 hrs Average Depth at Peak Storage= 0.47' , Surface Width= 1.21' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 4.57 cfs 15.0" Round Pipe n= 0.013 Length= 134.0' Slope= 0.0050 '/' Inlet Invert= 867.56', Outlet Invert= 866.89' Reach 23R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 1 0 Inflow Area=0.184 ac Avg. Flow Depth=0.47' Max Vel=3.26 fps 15.0" Round Pipe n=0.013 L=134.0' S=0.0050 '/' Capacity=4.57 cfs 1.39 cfs 1.38 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 129HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Reach 24R: Inflow Area = 6.822 ac, 19.32% Impervious, Inflow Depth > 5.28" for 100-year event Inflow = 30.31 cfs @ 12.14 hrs, Volume= 2.999 af Outflow = 30.31 cfs @ 12.15 hrs, Volume= 2.999 af, Atten= 0%, Lag= 0.1 min Routed to Reach 21R : Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Max. Velocity= 12.55 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.68 fps, Avg. Travel Time= 0.7 min Peak Storage= 176 cf @ 12.15 hrs Average Depth at Peak Storage= 1.44' , Surface Width= 1.80' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 35.03 cfs 24.0" Round Pipe n= 0.013 Length= 73.0' Slope= 0.0240 '/' Inlet Invert= 864.49', Outlet Invert= 862.74' Reach 24R: Inflow Outflow Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=6.822 ac Avg. Flow Depth=1.44' Max Vel=12.55 fps 24.0" Round Pipe n=0.013 L=73.0' S=0.0240 '/' Capacity=35.03 cfs 30.31 cfs 30.31 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 130HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 3P: Pond 2 Inflow Area = 3.468 ac, 14.84% Impervious, Inflow Depth = 5.34" for 100-year event Inflow = 30.80 cfs @ 12.14 hrs, Volume= 1.542 af Outflow = 6.48 cfs @ 12.43 hrs, Volume= 1.542 af, Atten= 79%, Lag= 17.6 min Primary = 6.48 cfs @ 12.43 hrs, Volume= 1.542 af Routed to Link 1L : 14153 Fountain SE Storm Sewer Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Link 1L : 14153 Fountain SE Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 884.00' Surf.Area= 13,436 sf Storage= 10,262 cf Peak Elev= 887.45' @ 12.43 hrs Surf.Area= 32,423 sf Storage= 44,470 cf (34,208 cf above start) Plug-Flow detention time= 302.6 min calculated for 1.306 af (85% of inflow) Center-of-Mass det. time= 201.0 min ( 985.7 - 784.7 ) Volume Invert Avail.Storage Storage Description #1 879.00' 10,262 cf Dead Storage (Prismatic) Listed below (Recalc) #2 884.00' 28,468 cf Extended Detention Storage (Prismatic) Listed below (Recalc) #3 887.00' 29,115 cf Live Storage (Prismatic) Listed below (Recalc) 67,845 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 879.00 281 0 0 880.00 680 481 481 882.00 1,943 2,623 3,104 883.00 2,828 2,386 5,489 884.00 6,718 4,773 10,262 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 884.00 6,718 0 0 886.00 10,378 17,096 17,096 887.00 12,366 11,372 28,468 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 887.00 12,366 0 0 888.00 14,545 13,456 13,456 888.50 15,653 7,550 21,005 889.00 16,786 8,110 29,115 Device Routing Invert Outlet Devices #1 Primary 882.75'15.0" Round Culvert L= 24.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 882.75' / 881.86' S= 0.0360 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 884.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 888.50'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 131HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #4 Device 1 887.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=6.46 cfs @ 12.43 hrs HW=887.45' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 6.46 cfs of 10.52 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.69 cfs @ 8.61 fps) 4=Sharp-Crested Rectangular Weir (Weir Controls 4.77 cfs @ 2.18 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=884.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 3P: Pond 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.468 ac Peak Elev=887.45' Storage=44,470 cf 30.80 cfs 6.48 cfs 6.48 cfs 0.00 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 132HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4-P: Fountain Hills Wetland Inflow Area = 12.185 ac, 11.46% Impervious, Inflow Depth > 4.32" for 100-year event Inflow = 57.95 cfs @ 12.15 hrs, Volume= 4.384 af Outflow = 4.19 cfs @ 13.65 hrs, Volume= 4.380 af, Atten= 93%, Lag= 90.1 min Primary = 4.19 cfs @ 13.65 hrs, Volume= 4.380 af Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 863.72' @ 13.65 hrs Surf.Area= 85,617 sf Storage= 94,103 cf Plug-Flow detention time= 321.6 min calculated for 4.379 af (100% of inflow) Center-of-Mass det. time= 320.4 min ( 1,186.3 - 865.9 ) Volume Invert Avail.Storage Storage Description #1 862.00' 343,597 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 862.00 17,001 0 0 863.00 63,453 40,227 40,227 864.00 94,116 78,785 119,012 865.00 116,304 105,210 224,222 866.00 122,446 119,375 343,597 Device Routing Invert Outlet Devices #1 Primary 862.00'12.0" Round RCP_Round 12" L= 50.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 862.00' / 861.50' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 865.40'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 7.00 18.00 27.00 110.00 126.00 132.00 Height (feet) 0.60 0.40 0.20 0.00 0.20 0.40 0.60 Primary OutFlow Max=4.19 cfs @ 13.65 hrs HW=863.72' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 4.19 cfs @ 5.33 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=862.00' (Free Discharge) 2=Asymmetrical Weir ( Controls 0.00 cfs) MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 133HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 4-P: Fountain Hills Wetland Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=12.185 ac Peak Elev=863.72' Storage=94,103 cf 57.95 cfs 4.19 cfs 4.19 cfs 0.00 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 134HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4P: Pond 1 Inflow Area = 59.363 ac, 44.91% Impervious, Inflow Depth > 6.04" for 100-year event Inflow = 390.26 cfs @ 12.18 hrs, Volume= 29.894 af Outflow = 292.58 cfs @ 12.27 hrs, Volume= 29.892 af, Atten= 25%, Lag= 5.6 min Primary = 292.58 cfs @ 12.27 hrs, Volume= 29.892 af Routed to Pond WL4 : Wetland 4 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 877.60' Surf.Area= 124,266 sf Storage= 210,221 cf Peak Elev= 881.20' @ 12.27 hrs Surf.Area= 233,292 sf Storage= 492,081 cf (281,860 cf above start) Plug-Flow detention time= 268.2 min calculated for 25.066 af (84% of inflow) Center-of-Mass det. time= 108.1 min ( 962.2 - 854.0 ) Volume Invert Avail.Storage Storage Description #1 867.60' 210,221 cf Dead Storage (Prismatic) Listed below (Recalc) #2 877.60' 110,840 cf Extended Detention Storage (Prismatic) Listed below (Recalc) #3 879.20' 356,580 cf Live Storage (Prismatic) Listed below (Recalc) 677,640 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 867.60 3,317 0 0 868.00 3,807 1,425 1,425 870.00 7,854 11,661 13,086 872.00 14,491 22,345 35,431 874.00 24,896 39,387 74,818 876.00 36,428 61,324 136,142 876.60 40,105 22,960 159,102 877.60 62,133 51,119 210,221 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.60 62,133 0 0 878.00 65,684 25,563 25,563 879.20 76,443 85,276 110,840 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 879.20 76,443 0 0 880.00 83,696 64,056 64,056 882.00 102,076 185,772 249,828 882.20 103,940 20,602 270,429 883.00 111,436 86,150 356,580 MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 135HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 871.12'30.0" Round RCP_Round 30" L= 54.6' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 871.12' / 871.00' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Device 1 879.20'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.6' Crest Height #3 Device 1 877.60'21.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 871.10'60.0" Round RCP_Round 60" L= 62.8' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 871.10' / 871.00' S= 0.0016 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 19.63 sf #5 Device 4 879.20'96.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Secondary 882.20'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=288.61 cfs @ 12.27 hrs HW=881.18' TW=872.09' (Dynamic Tailwater) 1=RCP_Round 30" (Passes 59.61 cfs of 70.15 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Weir Controls 48.30 cfs @ 5.30 fps) 3=Orifice/Grate (Orifice Controls 11.31 cfs @ 8.62 fps) 4=RCP_Round 60" (Passes 229.00 cfs of 260.29 cfs potential flow) 5=Orifice/Grate (Weir Controls 229.00 cfs @ 4.60 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.60' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 136HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 4P: Pond 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 420 400 380 360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Inflow Area=59.363 ac Peak Elev=881.20' Storage=492,081 cf 390.26 cfs 292.58 cfs 292.58 cfs 0.00 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 137HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 5P: Biofiltration 3 Inflow Area = 3.111 ac, 40.95% Impervious, Inflow Depth = 5.87" for 100-year event Inflow = 27.20 cfs @ 12.16 hrs, Volume= 1.521 af Outflow = 11.57 cfs @ 12.32 hrs, Volume= 1.521 af, Atten= 57%, Lag= 9.9 min Primary = 11.35 cfs @ 12.32 hrs, Volume= 1.064 af Routed to Pond WL4 : Wetland 4 Secondary = 0.22 cfs @ 12.32 hrs, Volume= 0.457 af Routed to Link WL1 : Wetland 1 Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 876.04' @ 12.32 hrs Surf.Area= 11,690 sf Storage= 21,932 cf Plug-Flow detention time= 248.3 min calculated for 1.520 af (100% of inflow) Center-of-Mass det. time= 248.7 min ( 1,026.8 - 778.1 ) Volume Invert Avail.Storage Storage Description #1 871.50' 4,384 cf Biofiltration Storage (Prismatic) Listed below (Recalc) #2 873.00' 128,938 cf Live Storage (Prismatic) Listed below (Recalc) 133,321 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 871.50 2,081 0 0 872.00 2,635 1,179 1,179 873.00 3,774 3,205 4,384 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 873.00 3,774 0 0 874.00 5,014 4,394 4,394 876.00 7,859 12,873 17,267 877.00 9,451 8,655 25,922 887.90 9,451 103,016 128,938 Device Routing Invert Outlet Devices #1 Primary 873.00'18.0" Round RCP_Round 18" L= 50.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 873.00' / 871.00' S= 0.0400 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 871.50'0.800 in/hr Exfiltration over Surface area #3 Tertiary 877.20'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 138HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=11.32 cfs @ 12.32 hrs HW=876.02' TW=872.23' (Dynamic Tailwater) 1=RCP_Round 18" (Inlet Controls 11.32 cfs @ 6.41 fps) Secondary OutFlow Max=0.22 cfs @ 12.32 hrs HW=876.02' TW=0.00' (Dynamic Tailwater) 2=Exfiltration (Exfiltration Controls 0.22 cfs) Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=871.50' TW=871.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: Biofiltration 3 Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.111 ac Peak Elev=876.04' Storage=21,932 cf 27.20 cfs 11.57 cfs 11.35 cfs 0.22 cfs 0.00 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 139HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 6P: Biofiltration 2 Inflow Area = 11.765 ac, 40.57% Impervious, Inflow Depth = 5.87" for 100-year event Inflow = 100.00 cfs @ 12.17 hrs, Volume= 5.752 af Outflow = 81.72 cfs @ 12.24 hrs, Volume= 5.752 af, Atten= 18%, Lag= 4.0 min Primary = 81.72 cfs @ 12.24 hrs, Volume= 5.752 af Routed to Pond 7P : Biofiltration 1 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 7P : Biofiltration 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 916.61' @ 12.24 hrs Surf.Area= 25,235 sf Storage= 41,105 cf Plug-Flow detention time= 54.2 min calculated for 5.751 af (100% of inflow) Center-of-Mass det. time= 54.4 min ( 833.2 - 778.8 ) Volume Invert Avail.Storage Storage Description #1 913.00' 8,312 cf Biofiltration Storage (Prismatic) Listed below (Recalc) #2 914.00' 57,309 cf Live Storage (Prismatic) Listed below (Recalc) 65,621 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 913.00 7,170 0 0 914.00 9,454 8,312 8,312 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 9,454 0 0 916.00 14,239 23,693 23,693 917.00 16,783 15,511 39,204 918.00 19,427 18,105 57,309 Device Routing Invert Outlet Devices #1 Primary 904.75'36.0" Round RCP_Round 36" L= 51.4' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 904.75' / 904.50' S= 0.0049 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf #2 Device 1 913.00'0.800 in/hr Exfiltration over Surface area #3 Secondary 917.70'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #4 Device 1 914.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 140HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=80.65 cfs @ 12.24 hrs HW=916.58' TW=908.51' (Dynamic Tailwater) 1=RCP_Round 36" (Passes 80.65 cfs of 85.33 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.47 cfs) 4=Sharp-Crested Rectangular Weir (Weir Controls 80.18 cfs @ 6.92 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=913.00' TW=904.80' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 6P: Biofiltration 2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=11.765 ac Peak Elev=916.61' Storage=41,105 cf 100.00 cfs 81.72 cfs 81.72 cfs 0.00 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 141HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 7P: Biofiltration 1 Inflow Area = 19.244 ac, 43.34% Impervious, Inflow Depth > 5.96" for 100-year event Inflow = 139.37 cfs @ 12.17 hrs, Volume= 9.553 af Outflow = 63.73 cfs @ 12.42 hrs, Volume= 9.553 af, Atten= 54%, Lag= 14.7 min Primary = 63.73 cfs @ 12.42 hrs, Volume= 9.553 af Routed to Pond 4P : Pond 1 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Pond 4P : Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 908.96' @ 12.42 hrs Surf.Area= 79,959 sf Storage= 155,611 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 214.3 min ( 1,023.3 - 809.0 ) Volume Invert Avail.Storage Storage Description #1 904.80' 49,437 cf Biofiltration Storage (Prismatic) Listed below (Recalc) #2 906.30' 154,490 cf Live Storage (Prismatic) Listed below (Recalc) 203,927 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 904.80 30,553 0 0 906.00 34,398 38,971 38,971 906.30 35,381 10,467 49,437 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 906.30 35,381 0 0 908.00 41,141 65,044 65,044 910.00 48,305 89,446 154,490 Device Routing Invert Outlet Devices #1 Primary 900.44'30.0" Round RCP_Round 30" L= 77.7' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 900.44' / 900.05' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Device 1 904.80'0.800 in/hr Exfiltration over Surface area #3 Secondary 910.00'5.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #4 Device 1 906.30'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.5' Crest Height MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 142HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=63.70 cfs @ 12.42 hrs HW=908.95' TW=880.90' (Dynamic Tailwater) 1=RCP_Round 30" (Inlet Controls 63.70 cfs @ 12.98 fps) 2=Exfiltration (Passes < 1.48 cfs potential flow) 4=Sharp-Crested Rectangular Weir (Passes < 76.83 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=904.80' TW=877.60' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 7P: Biofiltration 1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=19.244 ac Peak Elev=908.96' Storage=155,611 cf 139.37 cfs 63.73 cfs 63.73 cfs 0.00 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 143HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond 8P: Carriage Hills BMP Inflow Area = 43.800 ac, 33.14% Impervious, Inflow Depth = 4.28" for 100-year event Inflow = 167.81 cfs @ 12.43 hrs, Volume= 15.630 af Outflow = 18.39 cfs @ 12.68 hrs, Volume= 15.215 af, Atten= 89%, Lag= 15.2 min Primary = 18.39 cfs @ 12.68 hrs, Volume= 15.215 af Routed to Pond WL4 : Wetland 4 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Peak Elev= 876.34' @ 13.82 hrs Surf.Area= 3.437 ac Storage= 9.590 af Plug-Flow detention time= 1,580.9 min calculated for 15.212 af (97% of inflow) Center-of-Mass det. time= 1,568.6 min ( 2,390.4 - 821.8 ) Volume Invert Avail.Storage Storage Description #1 872.75' 25.012 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 872.75 1.900 0.000 0.000 880.00 5.000 25.012 25.012 Device Routing Invert Outlet Devices #1 Primary 872.75'27.0" Round RCP_Round 27" L= 760.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 872.75' / 868.96' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.98 sf Primary OutFlow Max=18.14 cfs @ 12.68 hrs HW=875.62' TW=872.84' (Dynamic Tailwater) 1=RCP_Round 27" (Outlet Controls 18.14 cfs @ 4.64 fps) MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 144HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Pond 8P: Carriage Hills BMP Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=43.800 ac Peak Elev=876.34' Storage=9.590 af 27.0" Round Culvert n=0.013 L=760.0' S=0.0050 '/' 167.81 cfs 18.39 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 145HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Pond WL4: Wetland 4 Inflow Area = 128.616 ac, 34.19% Impervious, Inflow Depth > 5.39" for 100-year event Inflow = 437.57 cfs @ 12.18 hrs, Volume= 57.822 af Outflow = 3.14 cfs @ 25.82 hrs, Volume= 39.701 af, Atten= 99%, Lag= 818.1 min Primary = 3.14 cfs @ 25.82 hrs, Volume= 39.701 af Routed to Link WL1 : Wetland 1 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Link WL1 : Wetland 1 Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 871.00' Surf.Area= 1,013,114 sf Storage= 810,532 cf Peak Elev= 874.83' @ 25.82 hrs Surf.Area= 1,078,170 sf Storage= 2,895,613 cf (2,085,081 cf above start) Plug-Flow detention time= 7,715.1 min calculated for 21.088 af (36% of inflow) Center-of-Mass det. time= 4,590.3 min ( 5,885.2 - 1,294.9 ) Volume Invert Avail.Storage Storage Description #1 869.00' 810,532 cf Dead Storage (Prismatic) Listed below (Recalc) #2 871.00' 3,949,377 cf Live Storage (Prismatic) Listed below (Recalc) 4,759,908 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 869.00 217,700 0 0 870.00 448,403 333,052 333,052 871.00 506,557 477,480 810,532 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 871.00 506,557 0 0 872.00 533,768 520,163 520,163 873.00 549,062 541,415 1,061,578 874.00 562,247 555,655 1,617,232 875.00 573,596 567,922 2,185,154 876.00 583,474 578,535 2,763,689 877.00 592,830 588,152 3,351,841 878.00 602,242 597,536 3,949,377 Device Routing Invert Outlet Devices #1 Primary 868.80'15.0" Round RCP_Round 15" L= 276.5' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 868.80' / 867.90' S= 0.0033 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 1.23 sf #2 Device 1 871.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 877.20'20.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 146HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=3.14 cfs @ 25.82 hrs HW=874.83' TW=0.00' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 3.14 cfs of 8.32 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.14 cfs @ 9.00 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=871.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond WL4: Wetland 4 Inflow Outflow Primary Secondary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 480 460 440 420 400 380 360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Inflow Area=128.616 ac Peak Elev=874.83' Storage=2,895,613 cf 437.57 cfs 3.14 cfs 3.14 cfs 0.00 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 147HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: 14153 Fountain SE Storm Sewer Inflow Area = 6.040 ac, 11.44% Impervious, Inflow Depth = 5.15" for 100-year event Inflow = 22.74 cfs @ 12.14 hrs, Volume= 2.590 af Primary = 22.74 cfs @ 12.14 hrs, Volume= 2.590 af, Atten= 0%, Lag= 0.0 min Routed to Reach 22R : Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 1L: 14153 Fountain SE Storm Sewer Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 25 24 23 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=6.040 ac 22.74 cfs 22.74 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 148HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 2L: 14153 Fountain SW Storm Sewer Inflow Area = 0.696 ac, 39.26% Impervious, Inflow Depth = 5.87" for 100-year event Inflow = 6.62 cfs @ 12.14 hrs, Volume= 0.340 af Primary = 6.62 cfs @ 12.14 hrs, Volume= 0.340 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 2L: 14153 Fountain SW Storm Sewer Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=0.696 ac 6.62 cfs 6.62 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 149HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 3L: Fountain Hills 2nd Inflow Area = 0.905 ac, 28.70% Impervious, Inflow Depth = 5.64" for 100-year event Inflow = 8.38 cfs @ 12.14 hrs, Volume= 0.425 af Primary = 8.38 cfs @ 12.14 hrs, Volume= 0.425 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 3L: Fountain Hills 2nd Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=0.905 ac 8.38 cfs 8.38 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 150HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 4L: Pike Lake Trail Inflow Area = 0.068 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event Inflow = 0.58 cfs @ 12.14 hrs, Volume= 0.029 af Primary = 0.58 cfs @ 12.14 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 4L: Pike Lake Trail Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.068 ac 0.58 cfs 0.58 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 151HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link 5L: Carriage Hills Development Inflow Area = 0.103 ac, 52.62% Impervious, Inflow Depth > 6.10" for 100-year event Inflow = 1.01 cfs @ 12.14 hrs, Volume= 0.053 af Primary = 1.01 cfs @ 12.14 hrs, Volume= 0.053 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link 5L: Carriage Hills Development Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 1 0 Inflow Area=0.103 ac 1.01 cfs 1.01 cfs MSE 24-hr 3 100-year Rainfall=7.40"220189 - PDRN Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 152HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Link WL1: Wetland 1 Inflow Area = 128.616 ac, 34.19% Impervious, Inflow Depth > 3.75" for 100-year event Inflow = 3.31 cfs @ 25.38 hrs, Volume= 40.158 af Primary = 3.31 cfs @ 25.38 hrs, Volume= 40.158 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Link WL1: Wetland 1 Inflow Primary Hydrograph Time (hours) 200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 3 2 1 0 Inflow Area=128.616 ac 3.31 cfs 3.31 cfs S5 S9 3P Pond 2 4P Pond 1 Routing Diagram for NURP Prepared by Alliant Engineering, Inc, Printed 9/8/2026 HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link MSE 24-hr 3 NURP Rainfall=2.50"NURP Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 2HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S5: Runoff = 87.04 cfs @ 12.17 hrs, Volume= 4.753 af, Depth= 1.45" Routed to Pond 4P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 791,193 98 Paved parking, HSG D 854,484 80 >75% Grass cover, Good, HSG D 62,133 98 Water Surface, 0% imp, HSG D 1,707,810 89 Weighted Average 916,617 53.67% Pervious Area 791,193 46.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 Direct Entry, Per Storm Sewer Rational Calculations Summary for Subcatchment S9: Runoff = 4.92 cfs @ 12.15 hrs, Volume= 0.235 af, Depth= 1.12" Routed to Pond 3P : Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (sf) CN Description 19,095 98 Paved parking, HSG D 6,272 98 Water Surface, 0% imp, HSG D 66,292 80 >75% Grass cover, Good, HSG D 18,492 77 Woods, Good, HSG D 110,151 84 Weighted Average 91,056 82.66% Pervious Area 19,095 17.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Pond 3P: Pond 2 Inflow Area = 2.529 ac, 17.34% Impervious, Inflow Depth = 1.12" for NURP event Inflow = 4.92 cfs @ 12.15 hrs, Volume= 0.235 af Outflow = 0.62 cfs @ 12.65 hrs, Volume= 0.235 af, Atten= 87%, Lag= 30.0 min Primary = 0.62 cfs @ 12.65 hrs, Volume= 0.235 af Routed to nonexistent node 1L Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to nonexistent node 1L MSE 24-hr 3 NURP Rainfall=2.50"NURP Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 3HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 884.00' Surf.Area= 13,436 sf Storage= 10,262 cf Peak Elev= 884.68' @ 12.65 hrs Surf.Area= 14,676 sf Storage= 15,234 cf (4,972 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 206.6 min ( 1,020.9 - 814.3 ) Volume Invert Avail.Storage Storage Description #1 879.00' 10,262 cf Dead Storage (Prismatic) Listed below (Recalc) #2 884.00' 28,468 cf Extended Detention Storage (Prismatic) Listed below (Recalc) #3 887.00' 29,115 cf Live Storage (Prismatic) Listed below (Recalc) 67,845 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 879.00 281 0 0 880.00 680 481 481 882.00 1,943 2,623 3,104 883.00 2,828 2,386 5,489 884.00 6,718 4,773 10,262 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 884.00 6,718 0 0 886.00 10,378 17,096 17,096 887.00 12,366 11,372 28,468 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 887.00 12,366 0 0 888.00 14,545 13,456 13,456 888.50 15,653 7,550 21,005 889.00 16,786 8,110 29,115 Device Routing Invert Outlet Devices #1 Primary 882.75'15.0" Round Culvert L= 24.7' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 882.75' / 881.86' S= 0.0360 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 884.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 888.50'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #4 Device 1 887.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) MSE 24-hr 3 NURP Rainfall=2.50"NURP Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 4HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Primary OutFlow Max=0.62 cfs @ 12.65 hrs HW=884.68' (Free Discharge) 1=Culvert (Passes 0.62 cfs of 5.95 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.62 cfs @ 3.15 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=884.00' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 4P: Pond 1 Inflow Area = 39.206 ac, 46.33% Impervious, Inflow Depth = 1.45" for NURP event Inflow = 87.04 cfs @ 12.17 hrs, Volume= 4.753 af Outflow = 9.45 cfs @ 12.85 hrs, Volume= 4.751 af, Atten= 89%, Lag= 40.3 min Primary = 9.45 cfs @ 12.85 hrs, Volume= 4.751 af Routed to nonexistent node WL4 Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-200.00 hrs, dt= 0.05 hrs Starting Elev= 877.60' Surf.Area= 124,266 sf Storage= 210,221 cf Peak Elev= 879.28' @ 12.85 hrs Surf.Area= 215,750 sf Storage= 327,255 cf (117,035 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 277.8 min ( 1,080.5 - 802.7 ) Volume Invert Avail.Storage Storage Description #1 867.60' 210,221 cf Dead Storage (Prismatic) Listed below (Recalc) #2 877.60' 110,840 cf Extended Detention Storage (Prismatic) Listed below (Recalc) #3 879.20' 356,580 cf Live Storage (Prismatic) Listed below (Recalc) 677,640 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 867.60 3,317 0 0 868.00 3,807 1,425 1,425 870.00 7,854 11,661 13,086 872.00 14,491 22,345 35,431 874.00 24,896 39,387 74,818 876.00 36,428 61,324 136,142 876.60 40,105 22,960 159,102 877.60 62,133 51,119 210,221 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 877.60 62,133 0 0 878.00 65,684 25,563 25,563 879.20 76,443 85,276 110,840 MSE 24-hr 3 NURP Rainfall=2.50"NURP Printed 9/8/2026Prepared by Alliant Engineering, Inc Page 5HydroCAD® 10.20-7a s/n 01427 © 2025 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 879.20 76,443 0 0 880.00 83,696 64,056 64,056 882.00 102,076 185,772 249,828 882.20 103,940 20,602 270,429 883.00 111,436 86,150 356,580 Device Routing Invert Outlet Devices #1 Primary 871.12'30.0" Round RCP_Round 30" L= 54.6' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 871.12' / 871.00' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Device 1 879.20'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.6' Crest Height #3 Device 1 877.60'21.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 871.10'60.0" Round RCP_Round 60" L= 62.8' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 871.10' / 871.00' S= 0.0016 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 19.63 sf #5 Device 4 879.20'96.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Secondary 882.20'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=9.45 cfs @ 12.85 hrs HW=879.28' (Free Discharge) 1=RCP_Round 30" (Passes 7.57 cfs of 62.13 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.38 cfs @ 0.93 fps) 3=Orifice/Grate (Orifice Controls 7.20 cfs @ 5.48 fps) 4=RCP_Round 60" (Passes 1.88 cfs of 216.94 cfs potential flow) 5=Orifice/Grate (Weir Controls 1.88 cfs @ 0.93 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=877.60' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Project Information Calculator Version: Version 4: July 2020 Project Name:Vierling Ridge Biofiltration Removal User Name / Company Name: Ben Palazzolo, PE Date: 8-17-2026 Project Description: Construction Permit?:Yes Site Information Retention Requirement (inches): 1.1 Site's Zip Code: 55372 Annual Rainfall (inches): 30.6 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l): 54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 12.74 12.74 Impervious Area (acres) 9.614 Total Area (acres) 22.354 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 12.74 12.74 Impervious Area (acres) 9.614 Total Area (acres) 22.354 Summary Information Performance Goal Requirement Performance goal volume retention requirement:38389 ft3 Volume removed by BMPs towards performance goal: 11605 ft³ Percent volume removed towards performance goal 30 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 28.2705 acre-ft Annual runoff volume removed by BMPs: 6.1199 acre-ft Percent annual runoff volume removed: 22 % Post development annual particulate P load:12.6878 lbs Annual particulate P removed by BMPs: 11.461 lbs Post development annual dissolved P load: 10.381 lbs Annual dissolved P removed by BMPs: 3.964 lbs Total P removed by BMPs 15.425 lbs Percent annual total phosphorus removed: 67 % Post development annual TSS load: 4190.8 lbs Annual TSS removed by BMPs:3785.8 lbs Percent annual TSS removed: 90 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Biofiltration 2 2174 19059 2174 16884 11 Biofiltration 1 8676 31127 8676 22451 28 Biofiltration 3 755 5087 755 4332 15 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Biofiltration 2 14.4174 0 1.3746 13.0428 10 Biofiltration 1 10.0215 13.0428 4.3005 18.7638 19 Biofiltration 3 3.8316 0 0.4449 3.3867 12 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Biofiltration 2 6.4705 0 5.2998 1.1707 82 Biofiltration 1 4.4976 1.1707 4.746 0.9223 84 Biofiltration 3 1.7196 0 1.4156 0.304 82 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Biofiltration 2 5.2941 0 1.2232 4.0709 23 Biofiltration 1 3.6799 4.0709 2.391 5.3598 31 Biofiltration 3 1.407 0 0.3499 1.0571 25 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Biofiltration 2 11.7646 0 6.523 5.2416 52 Biofiltration 1 8.1775 5.2416 7.137 6.2821 58 Biofiltration 3 3.1266 0 1.7655 1.3611 54 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Biofiltration 2 2137.24 0 1750.55 386.69 82 Biofiltration 1 1485.58 386.69 1567.63 304.64 84 Biofiltration 3 568 0 467.59 100.41 82 BMP Schematic P8 Urban Catchment Model, Version 3.5 Run Date 09/08/26 Case Vierling Ridge TP.p8c FirstDate 01/01/71 Precip(in) 50.4 Title Vierling Ridge TP Calculation LastDate 12/31/72 Rain(in) 40.76 PrecFile msp_4989.pcp Events 134 Snow(in) 9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Case Title Vierling Ridge TP Calculation Case Data File Vierling Ridge TP.p8c Path X:\2022\220189 - Vierling Property\hydro\P8\ Case Notes: Storm Data File msp_4989.pcp Particle File nurp50.p8p Air Temp File File msp_4889.tem Time Steps Per Hour 4 Minimum Inter-Event Time (hrs) 10 Maximum Continuity Error % 2 Rainfall Breakpoint (inches) 0.8 Precipitation Scale Factor 1 Air Temp Offset (deg-F) 0 Loops Thru Storm File 1 Simulation Dates Start 6/1/1970 Keep 1/1/1971 Stop 12/31/1972 Max Snowfall Temperature (deg-f) 32.0 SnowMelt Temperature (deg-f) 32.0 Snowmelt Coef (in/degF-Day) 0.06 Soil Freeze Temp (deg-F) 32.0 Snowmelt Abstraction Factor 1.00 Evapo-Trans. Calibration Factor 1.00 Growing Season Start Month 5 Growing Season End Month 10 5-Day Antecedent Rainfall + Runoff (inches) CN Antecedent Moisture Condition AMC-II AMC-III Growing Season 1.40 2.10 NonGrowing Season 0.50 1.10 Watershed Data Watershed Name S5 S7 (Sans Water Surface)S9 S4, S10, S11, S12 O4, O5 Runoff to Device Pond 1 Outlet Pond 2 Outlet Pond 1 Infiltration to Device Watershed Area 39.205 5.422 2.529 2.288 0.708 SCS Curve Number (Pervious) 80 80 80 80 80 Scale Factor for Pervious Runoff Load 1 1 1 1 1 Indirectly Connected Imperv Fraction 0 0 0.173 0.28 0 TSS Removal Calculations for Vierling Ridge (Excludes Wetland 4) UnSwept Impervious Fraction 0.463 0.167 0 0 0.068 UnSwept Depression Storage (inches) 0.02 0.02 0.02 0.02 0.02 UnSwept Imperv. Runoff Coefficient 1 1 1 1 1 UnSwept Scale Factor for Particle Loads 1 1 1 1 1 Swept Impervious Fraction 0 0 0 0 0 Swept Depression Storage (inches) 0 0 0 0 0 Swept Imperv. Runoff Coefficient 0 0 0 0 0 Swept Scale Factor for Particle Loads 0 0 0 0 0 Sweeping Frequency 0 0 0 0 0 Sweeping Efficiency 0 0 0 0 0 Sweeping Start Date (MMDD) 101 101 101 101 101 Sweeping Stop Date (MMDD) 1231 1231 1231 1231 1231 Device Data Device Name Outlet Pond 1 Pond 2 Device Type PIPE POND POND Infiltration Outlet Normal Outlet Outlet Outlet Spillway Outlet Outlet Outlet Particle Removal Scale Factor 1 1 Bottom Elevation (ft) 867.6 879 Bottom Area (acres) 0.076 0.006 Permanent Pool Area (acres) 1.143 0.154 Permanent Pool Volume (ac-ft) 4.826 0.236 Perm Pool Infilt Rate (in/hr) 0 0 Flood Pool Area (acres) 2.386 0.359 Flood Pool Volume (ac-ft) 8.753 1.136 Flood Pool Infilt Rate (in/hr) 0 0 Infilt Basin Void Fraction (%) Detention Pond Outlet Parameters Outlet Type FIXED_T ORIFICE Outlet Orifice Diameter (in) 6 Orifice Discharge Coef 0.6 Outlet Weir Length (ft) Weir Discharge Coef Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) 48 Swale Parameters Length of Flow Path (ft) Slope of Flow Path % Bottom Width (ft) Side Slope (ft-v/ft-h) Maximum Depth of Flow (ft) Mannings n Constant Hydraulic Model Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs) 0 Particle Data Particle File nurp50.p8p Particle Class P0% P10% P30% P50% P80% Filtration Efficiency (%) 90 100 100 100 100 Settling Velocity (ft/hr) 0 0.03 0.3 1.5 15 First Order Decay Rate (1/day) 0 0 0 0 0 2nd Order Decay (1/day-ppm) 0 0 0 0 0 Impervious Runoff Conc (ppm) 1 0 0 0 0 Pervious Runoff Conc (ppm) 1 100 100 100 200 Pervious Conc Exponent 0 1 1 1 1 Accum. Rate (lbs-ac-day) 0 1.75 1.75 1.75 3.5 Particle Removal Rate (1/day) 0 0.25 0.25 0.25 0.25 Washoff Coefficient 0 20 20 20 20 Washoff Exponent 0 2 2 2 2 Sweeper Efficiency 0 0 0 5 15 Water Quality Component Data Component Name TSS TP TKN CU PB ZN HC Water Quality Criteria (ppm) Level 1 5 0.025 2 2 0.02 5 0.1 Level 2 10 0.05 1 0.0048 0.014 0.0362 0.5 Level 3 20 0.1 0.5 0.02 0.15 0.38 1 Content Scale Factor 1 1 1 1 1 1 1 Particle Composition (mg/kg) P0% 0 99000 600000 13600 2000 64000 250000 P10% 1000000 3850 15000 340 180 1600 22500 P30% 1000000 3850 15000 340 180 1600 22500 P50% 1000000 3850 15000 340 180 1600 22500 P80% 1000000 0 0 340 180 0 22500 P8 Urban Catchment Model, Version 3.5 Run Date 09/08/26 Case Vierling Ridge TP.p8c FirstDate 01/01/71 Precip(in) 50.4 Title Vierling Ridge TP Calculation LastDate 12/31/72 Rain(in) 40.76 PrecFile msp_4989.pcp Events 134 Snow(in) 9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Mass Balances by Device and Variable Device: OVERALL Type: NONE Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 101.73 0.07 88.5 47.18 0.32 06 normal outlet 101.73 0.07 38.1 20.3 0.14 08 sedimen + decay 0.00 0.00 50.4 26.9 09 total inflow 101.73 0.07 88.5 47.2 0.32 10 surface outflow 101.73 0.07 38.1 20.3 0.14 12 total outflow 101.73 0.07 38.1 20.3 0.14 13 total trapped 0.00 0.00 50.4 26.86 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 56.9 56.9 Device: Pond 1 Type: POND Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 90.72 0.07 81.4 43.4 0.33 06 normal outlet 90.72 0.07 31.3 16.7 0.13 08 sedimen + decay 0.00 0.00 50.0 26.7 09 total inflow 90.72 0.07 81.4 43.4 0.33 10 surface outflow 90.72 0.07 31.3 16.7 0.13 12 total outflow 90.72 0.07 31.3 16.7 0.13 13 total trapped 0.00 0.00 50.0 26.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 61.5 61.5 Device: Pond 2 Type: POND Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 2.05 0.00 1.0 0.5 0.17 06 normal outlet 2.05 0.00 0.6 0.3 0.11 08 sedimen + decay 0.00 0.00 0.3 0.2 09 total inflow 2.05 0.00 1.0 0.5 0.17 10 surface outflow 2.05 0.00 0.6 0.3 0.11 12 total outflow 2.05 0.00 0.6 0.3 0.11 13 total trapped 0.00 0.00 0.3 0.2 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 34.3 34.3 Device: Outlet Type: PIPE Variable: TP Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 8.96 0.01 6.1 3.3 0.25 02 upstream device 92.77 0.07 32.0 17.0 0.13 06 normal outlet 101.73 0.07 38.1 20.3 0.14 09 total inflow 101.73 0.07 38.1 20.3 0.14 10 surface outflow 101.73 0.07 38.1 20.3 0.14 12 total outflow 101.73 0.07 38.1 20.3 0.14 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 0.0 0.0 P8 Urban Catchment Model, Version 3.5 Run Date 09/08/26 Case Vierling Ridge TSS.p8c FirstDate 01/01/71 Precip(in) 50.4 Title Vierling Ridge TSS Calculation LastDate 12/31/72 Rain(in) 40.76 PrecFile msp_4989.pcp Events 134 Snow(in) 9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Case Title Vierling Ridge TSS Calculation Case Data File Vierling Ridge TSS.p8c Path X:\2022\220189 - Vierling Property\hydro\P8\ Case Notes: Storm Data File msp_4989.pcp Particle File nurp50.p8p Air Temp File File msp_4889.tem Time Steps Per Hour 4 Minimum Inter-Event Time (hrs) 10 Maximum Continuity Error % 2 Rainfall Breakpoint (inches) 0.8 Precipitation Scale Factor 1 Air Temp Offset (deg-F) 0 Loops Thru Storm File 1 Simulation Dates Start 6/1/1970 Keep 1/1/1971 Stop 12/31/1972 Max Snowfall Temperature (deg-f) 32.0 SnowMelt Temperature (deg-f) 32.0 Snowmelt Coef (in/degF-Day) 0.06 Soil Freeze Temp (deg-F) 32.0 Snowmelt Abstraction Factor 1.00 Evapo-Trans. Calibration Factor 1.00 Growing Season Start Month 5 Growing Season End Month 10 5-Day Antecedent Rainfall + Runoff (inches) CN Antecedent Moisture Condition AMC-II AMC-III Growing Season 1.40 2.10 NonGrowing Season 0.50 1.10 Watershed Data Watershed Name S5 S7 (Sans Water Surface)S9 S4, S10, S11, S12 O4, O5 Runoff to Device Pond 1 Wetland 4 Pond 2 Outlet Pond 1 Infiltration to Device Watershed Area 39.205 5.442 2.529 2.288 0.708 SCS Curve Number (Pervious) 80 80 80 80 80 Scale Factor for Pervious Runoff Load 1 1 1 1 1 Indirectly Connected Imperv Fraction 0 0 0.173 0.28 0 TSS Removal Calculations for Vierling Ridge (Inlcudes Wetland 4) UnSwept Impervious Fraction 0.468 0.166 0 0 0.068 UnSwept Depression Storage (inches) 0.02 0.02 0.02 0.02 0.02 UnSwept Imperv. Runoff Coefficient 1 1 1 1 1 UnSwept Scale Factor for Particle Loads 1 1 1 1 1 Swept Impervious Fraction 0 0 0 0 0 Swept Depression Storage (inches) 0 0 0 0 0 Swept Imperv. Runoff Coefficient 0 0 0 0 0 Swept Scale Factor for Particle Loads 0 0 0 0 0 Sweeping Frequency 0 0 0 0 0 Sweeping Efficiency 0 0 0 0 0 Sweeping Start Date (MMDD) 101 101 101 101 101 Sweeping Stop Date (MMDD) 1231 1231 1231 1231 1231 Device Data Device Name Outlet Pond 1 Pond 2 Wetland 4 Device Type PIPE POND POND POND Infiltration Outlet Normal Outlet Wetland 4 Outlet Outlet Spillway Outlet Wetland 4 Outlet Outlet Particle Removal Scale Factor 1 1 1 Bottom Elevation (ft) 867.6 879 869 Bottom Area (acres) 0.076 0.006 4.998 Permanent Pool Area (acres) 1.143 0.154 11.629 Permanent Pool Volume (ac-ft) 4.826 0.236 18.61 Perm Pool Infilt Rate (in/hr) 0 0 0 Flood Pool Area (acres) 2.386 0.359 13.61 Flood Pool Volume (ac-ft) 8.753 1.136 76.95 Flood Pool Infilt Rate (in/hr) 0 0 0 Infilt Basin Void Fraction (%) Detention Pond Outlet Parameters Outlet Type FIXED_T ORIFICE ORIFICE Outlet Orifice Diameter (in) 6 8 Orifice Discharge Coef 0.6 0.6 Outlet Weir Length (ft) Weir Discharge Coef Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) 48 Swale Parameters Length of Flow Path (ft) Slope of Flow Path % Bottom Width (ft) Side Slope (ft-v/ft-h) Maximum Depth of Flow (ft) Mannings n Constant Hydraulic Model Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs) 0 Particle Data Particle File nurp50.p8p Particle Class P0% P10% P30% P50% P80% Filtration Efficiency (%) 90 100 100 100 100 Settling Velocity (ft/hr) 0 0.03 0.3 1.5 15 First Order Decay Rate (1/day) 0 0 0 0 0 2nd Order Decay (1/day-ppm) 0 0 0 0 0 Impervious Runoff Conc (ppm) 1 0 0 0 0 Pervious Runoff Conc (ppm) 1 100 100 100 200 Pervious Conc Exponent 0 1 1 1 1 Accum. Rate (lbs-ac-day) 0 1.75 1.75 1.75 3.5 Particle Removal Rate (1/day) 0 0.25 0.25 0.25 0.25 Washoff Coefficient 0 20 20 20 20 Washoff Exponent 0 2 2 2 2 Sweeper Efficiency 0 0 0 5 15 Water Quality Component Data Component Name TSS TP TKN CU PB ZN HC Water Quality Criteria (ppm) Level 1 5 0.025 2 2 0.02 5 0.1 Level 2 10 0.05 1 0.0048 0.014 0.0362 0.5 Level 3 20 0.1 0.5 0.02 0.15 0.38 1 Content Scale Factor 1 1 1 1 1 1 1 Particle Composition (mg/kg) P0% 0 99000 600000 13600 2000 64000 250000 P10% 1000000 3850 15000 340 180 1600 22500 P30% 1000000 3850 15000 340 180 1600 22500 P50% 1000000 3850 15000 340 180 1600 22500 P80% 1000000 0 0 340 180 0 22500 P8 Urban Catchment Model, Version 3.5 Run Date 09/08/26 Case Vierling Ridge TSS.p8c FirstDate 01/01/71 Precip(in) 50.4 Title Vierling Ridge TSS Calculation LastDate 12/31/72 Rain(in) 40.76 PrecFile msp_4989.pcp Events 134 Snow(in) 9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Mass Balances by Device and Variable Device: OVERALL Type: NONE Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 102.41 0.08 26694.8 14234.0 95.90 06 normal outlet 102.41 0.08 304.1 162.1 1.09 08 sedimen + decay 0.00 0.00 26390.7 14071.8 09 total inflow 102.41 0.08 26694.8 14234.0 95.90 10 surface outflow 102.41 0.08 304.1 162.1 1.09 12 total outflow 102.41 0.08 304.1 162.1 1.09 13 total trapped 0.00 0.00 26390.7 14071.8 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 98.9 98.9 Device: Pond 1 Type: POND Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 91.39 0.07 24900.7 13277.3 100.24 06 normal outlet 91.39 0.07 1842.3 982.3 7.42 08 sedimen + decay 0.00 0.00 23058.4 12295.0 09 total inflow 91.39 0.07 24900.7 13277.3 100.24 10 surface outflow 91.39 0.07 1842.3 982.3 7.42 12 total outflow 91.39 0.07 1842.3 982.3 7.42 13 total trapped 0.00 0.00 23058.4 12295.0 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 92.6 92.6 Device: Pond 2 Type: POND Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 2.05 0.00 182.2 97.2 32.73 06 normal outlet 2.05 0.00 23.4 12.5 4.19 08 sedimen + decay 0.00 0.00 158.9 84.7 09 total inflow 2.05 0.00 182.2 97.2 32.73 10 surface outflow 2.05 0.00 23.4 12.5 4.19 12 total outflow 2.05 0.00 23.4 12.5 4.19 13 total trapped 0.00 0.00 158.9 84.7 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 87.2 87.2 Device: Wetland 4 Type: POND Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 6.93 0.01 1412.2 753.0 75.02 02 upstream device 91.39 0.07 1842.3 982.3 7.42 06 normal outlet 98.32 0.07 81.1 43.2 0.30 08 sedimen + decay 0.00 0.00 3173.4 1692.1 09 total inflow 98.32 0.07 3254.5 1735.3 12.18 10 surface outflow 98.32 0.07 81.1 43.2 0.30 12 total outflow 98.32 0.07 81.1 43.2 0.30 13 total trapped 0.00 0.00 3173.4 1692.1 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 97.5 97.5 Device: Outlet Type: PIPE Variable: TSS Mass Balance Term Flow_acft Flow_cfs Load_lbs Load_lbs/yr Conc_ppm 01 watershed inflows 2.04 0.00 199.6 106.5 35.93 02 upstream device 100.37 0.07 104.4 55.7 0.38 06 normal outlet 102.41 0.08 304.1 162.1 1.09 09 total inflow 102.41 0.08 304.1 162.1 1.09 10 surface outflow 102.41 0.08 304.1 162.1 1.09 12 total outflow 102.41 0.08 304.1 162.1 1.09 15 mass balance check 0.00 0.00 0.0 0.0 Reduction (%) 0.00 0.00 0.0 0.0 STORM SEWER DESIGN WORKSHEET - POST-DEVELOPMENT CONDITIONS PROJECT NAME: Vierling Ridge 2'x3'R-4342 PROJECT NUMBER 220189 48"R-3067V OCS GRATE FES PREPARED BY: DJB 27"R-1733 REVISION DATE: 08/17/2026 JJR 60"R-3067VB 72"R-3501 DESIGN STORM FREQUENCY = 10 YEARS y = -1.914ln(x) + 10.243 FORMULA; DO NOT EDIT LP left right IMP RUNOFF INTENSITY P. DIA. P. SLOPE PIPE MANNING'S P. CAP. P. VELOCITY PIPE CAP. OVER FROM TO FROM CAD RIM COVER STR. CAST BUILD mh >8' FROM TO TOTAL IMPERVIOUS INCR.CUM.%C INCR.CUM.PIPE CUM.i INCR.CUM.D [IN]S [FT/FT]MATERIAL n Q [CFS]MAX [FT/S]LENGTH [FT]Q [CFS]INVERT INVERT ELEV ELEV [FT]TYPE TYPE [FT] Pipe Class - - * * * -~~ ~ - * - * ~ ~ CB 111 CBMH 108 26086 6477 0.599 0.599 25% 0.37 0.224 0.224 7.00 7.00 6.519 1.459 1.459 15 0.0050 RCP 0.013 4.57 3.72 71.42 3.1086 892.50 892.14 896.00 896.00 2.05 48"R-4342 3.50 6.11 CL-5 CB 110 CBMH 109 12131 4506 0.278 0.278 37% 0.46 0.128 0.128 7.00 7.00 6.519 0.835 0.835 15 0.0050 RCP 0.013 4.57 3.72 136.43 3.7327 893.80 893.12 897.30 897.30 2.05 48"R-4342 3.50 5.13 CL-5 CBMH 109 CBMH 108 16487 6632 0.378 0.657 40% 0.48 0.182 0.310 0.61 7.61 6.358 1.159 1.974 15 0.0050 RCP 0.013 4.57 3.72 33.34 2.5942 893.12 892.95 898.25 897.75 3.18 48"R-3067VB 4.63 5.30 CL-5 CBMH 108 CBMH 107 5064 2913 0.116 1.372 58% 0.60 0.070 0.604 0.15 7.76 6.321 0.443 3.820 15 0.0050 RCP 0.013 4.57 3.72 113.35 0.7479 892.14 891.58 898.25 897.75 3.35 48"R-3067VB 5.61 8.20 CL-5 CBMH 107 CBMH 106 30299 23696 0.696 2.068 78% 0.75 0.520 1.124 0.51 8.27 6.200 3.223 6.970 18 0.0050 RCP 0.013 7.43 4.20 51.83 0.4577 891.33 891.07 899.78 899.28 6.25 48"R-3067V 7.95 9.64 CL-5 CBMH 106 CBMH 105 28720 22622 0.659 2.727 79% 0.75 0.495 1.620 0.21 8.47 6.153 3.048 9.965 18 0.0091 RCP 0.013 10.02 5.67 314.44 0.0552 891.07 888.21 900.71 900.21 7.44 48"R-3067V 9.14 9.64 CL-5 CBMH 105 CBMH 102 23051 18577 0.529 3.256 81% 0.76 0.404 2.024 0.92 9.40 5.955 2.408 12.052 18 0.0150 RCP 0.013 12.87 7.28 6.00 0.8129 888.21 888.12 897.20 896.70 6.79 48"R-3067V 8.49 9.05 CL-5 CB 104 CBMH 103 21515 13145 0.494 0.494 61% 0.63 0.310 0.310 7.00 7.00 6.519 2.021 2.021 15 0.0050 RCP 0.013 4.57 3.72 6.00 2.5469 892.70 892.67 897.20 896.70 2.55 2'x3'R-3067V 4.00 4.50 CL-5 CBMH 103 CBMH 102 21515 13145 0.494 0.988 61% 0.63 0.310 0.620 0.03 7.03 6.511 2.019 4.037 15 0.0050 RCP 0.013 4.57 3.72 35.14 0.5307 892.67 892.49 897.16 896.66 2.54 48"R-3067VB 3.99 4.68 CL-5 CBMH 102 MH 101 23051 18577 0.529 4.773 81% 0.76 0.404 3.048 0.01 9.41 5.952 2.407 18.144 18 0.0510 RCP 0.013 23.72 13.42 115.14 5.5783 888.12 882.24 897.17 896.67 2.73 48"R-3067VB 12.55 9.05 CL-5 MH 101 FES 100 1 1 0.000 4.773 100% 0.90 0.000 3.048 0.14 9.55 5.923 0.000 18.056 24 0.0069 RCP 0.013 18.79 5.98 30.97 0.7356 877.81 877.60 886.00 886.00 2.06 48"R-1733 8.19 8.19 CL-3 4.773 3.048 877.60 pond 1 CB 227 CB 226 32095 6233 0.737 0.737 19% 0.34 0.248 0.248 7.00 7.00 6.519 1.613 1.613 15 0.0050 RCP 0.013 4.57 3.72 67.63 2.9543 902.20 901.86 905.70 905.70 2.05 48"R-4342 3.50 4.63 CL-5 CB 226 CBMH 225 13249 2569 0.304 0.304 19% 0.34 0.102 0.102 7.00 7.00 6.519 0.666 0.666 15 0.0050 RCP 0.013 4.57 3.72 62.55 3.9021 899.00 898.69 902.50 902.50 2.05 48"R-4342 3.50 7.80 CL-5 CBMH 225 CBMH 224 7660 5047 0.176 0.480 66% 0.66 0.116 0.218 0.28 7.28 6.443 0.749 1.407 15 0.0050 RCP 0.013 4.57 3.72 33.34 3.1606 898.69 898.52 906.49 905.99 5.85 48"R-3067VB 7.30 7.97 CL-5 CBMH 224 CBMH 223 6346 3347 0.146 1.362 53% 0.57 0.083 0.549 0.15 7.43 6.405 0.531 3.515 15 0.0050 RCP 0.013 4.57 3.72 133.33 1.0527 898.52 897.85 906.49 905.99 2.68 48"R-3067VB 7.47 9.76 CL-5 CBMH 223 CBMH 222 29264 22929 0.672 2.034 78% 0.75 0.503 1.052 0.60 8.03 6.257 3.146 6.580 15 0.0120 RCP 0.013 7.08 5.77 71.81 0.4965 897.85 896.99 907.61 907.11 7.81 48"R-3067VB 9.26 12.37 CL-5 CBMH 222 CBMH 220 27020 22385 0.620 2.655 83% 0.78 0.484 1.535 0.21 8.23 6.208 3.003 9.532 18 0.0100 RCP 0.013 10.50 5.94 164.02 0.9727 896.74 895.10 909.36 908.86 10.42 48"R-3067V 12.12 12.62 CL-5 CB 221 CBMH 220 4701 3509 0.108 0.108 75% 0.72 0.078 0.078 7.00 7.00 6.519 0.508 0.508 15 0.0050 RCP 0.013 4.57 3.72 35.18 4.0595 901.80 901.62 906.30 905.80 2.55 2'x3'R-3067V 4.00 4.82 CL-5 CBMH 220 CBMH 210 13914 11251 0.319 3.082 81% 0.77 0.245 1.858 0.16 8.39 6.172 1.510 11.467 21 0.0060 RCP 0.013 12.27 5.10 131.00 0.8062 894.85 894.07 906.44 905.94 2.87 48"R-3067V 11.09 13.35 (hand-calced) CL-4 CB 219 CBMH 218 41538 4031 0.954 0.954 10% 0.27 0.255 0.255 7.00 7.00 6.519 1.665 1.665 15 0.0600 RCP 0.013 15.82 12.89 244.61 14.1578 925.07 910.39 928.57 928.57 2.05 48"R-4342 3.50 3.51 CL-5 CBMH 218 CBMH 214 32232 6615 0.740 1.694 21% 0.34 0.254 0.510 0.32 7.32 6.434 1.636 3.280 15 0.0050 RCP 0.013 4.57 3.72 145.05 1.2878 910.39 909.67 913.90 913.90 2.06 48"R-4342 3.51 5.90 CL-5 CB 217 CBMH 216 11636 2888 0.267 0.267 25% 0.37 0.100 0.100 7.00 7.00 6.519 0.651 0.651 15 0.0050 RCP 0.013 4.57 3.72 75.44 3.9170 909.40 909.02 912.90 912.90 2.05 48"R-4342 3.50 4.82 CL-5 CBMH 216 CBMH 215 23412 17923 0.537 0.805 77% 0.74 0.396 0.495 0.34 7.34 6.428 2.542 3.184 15 0.0050 RCP 0.013 4.57 3.72 39.82 1.3835 909.02 908.82 913.84 913.51 3.04 48"R-3501 4.49 5.41 CL-5 CBMH 215 CBMH 214 1315 1078 0.030 0.835 82% 0.77 0.023 0.519 0.18 7.52 6.382 0.149 3.311 15 0.0050 RCP 0.013 4.57 3.72 45.24 1.2572 908.82 908.60 914.23 913.90 3.63 48"R-3501 5.08 6.97 CL-5 CBMH 214 CBMH 213 3128 2579 0.072 2.600 82% 0.78 0.056 1.084 0.20 7.72 6.331 0.353 6.865 15 0.0156 RCP 0.013 8.07 6.57 88.79 1.2031 908.60 907.21 915.57 915.07 3.95 48"R-3067V 6.47 6.97 CL-5 CBMH 213 CBMH 212 17299 3733 0.397 2.997 22% 0.35 0.139 1.224 0.23 7.94 6.276 0.875 7.681 15 0.0150 RCP 0.013 7.91 6.45 149.29 0.2310 907.21 904.97 913.30 913.30 4.64 48"R-4342 6.09 6.09 CL-5 CBMH 212 CBMH 211 15281 6416 0.351 3.348 42% 0.49 0.173 1.397 0.39 8.33 6.186 1.072 8.641 15 0.0290 RCP 0.013 11.00 8.96 171.11 2.3594 904.97 900.01 908.50 908.50 2.08 48"R-4342 3.53 3.53 CL-5 CBMH 211 CBMH 210 22022 9067 0.506 3.854 41% 0.49 0.247 1.644 0.32 8.65 6.114 1.509 10.050 18 0.0110 RCP 0.013 11.02 6.23 179.40 0.9671 899.76 897.79 903.50 903.50 2.04 48"R-4342 3.74 7.11 CL-5 CBMH 210 CBMH 209 3987 1394 0.092 7.027 35% 0.44 0.041 3.543 0.43 9.08 6.021 0.245 21.332 21 0.0473 RCP 0.013 34.46 14.33 67.66 13.1290 894.07 890.87 904.90 904.90 5.41 48"R-1733 10.83 10.83 CL-3 CBMH 209 CBMH 202 51797 15154 1.189 8.216 29% 0.40 0.481 4.024 0.08 9.15 6.005 2.890 24.164 24 0.0120 RCP 0.013 24.78 7.89 181.20 0.6181 890.62 888.44 895.70 895.70 2.88 48"R-4342 5.08 6.99 CL-3 CB 208 CBMH 207 22784 6039 0.523 0.523 27% 0.39 0.202 0.202 7.00 7.00 6.519 1.314 1.314 15 0.0050 RCP 0.013 4.57 3.72 101.95 3.2533 891.70 891.19 895.20 895.20 2.05 48"R-4342 3.50 9.48 CL-5 CBMH 207 CBMH 204 20548 13561 0.472 0.995 66% 0.66 0.312 0.514 0.46 7.46 6.398 1.998 3.288 15 0.0500 RCP 0.013 14.44 11.77 43.63 11.1567 891.19 889.01 900.67 900.17 7.53 48"R-3067V 8.98 9.64 CL-5 CB 206 CBMH 205 24459 16589 0.561 0.561 68% 0.67 0.379 0.379 7.00 7.00 6.519 2.470 2.470 15 0.0300 RCP 0.013 11.19 9.12 6.00 8.7190 894.24 894.06 898.74 898.24 2.55 2'x3'R-3067V 4.00 4.50 CL-5 CBMH 205 CBMH 204 24459 16589 0.561 1.123 68% 0.67 0.379 0.758 0.01 7.01 6.516 2.469 4.937 15 0.0500 RCP 0.013 14.44 11.77 34.00 9.5073 894.06 892.36 898.54 898.04 2.53 48"R-3067VB 3.98 6.29 CL-5 CBMH 204 CBMH 203 20548 13561 0.472 2.589 66% 0.66 0.312 1.584 0.05 7.50 6.385 1.994 10.114 18 0.0093 RCP 0.013 10.13 5.73 72.44 0.0161 888.76 888.09 898.65 898.15 4.34 48"R-3067VB 9.39 9.89 CL-5 CBMH 203 CBMH 202 3278 1911 0.075 2.665 58% 0.61 0.046 1.630 0.21 7.72 6.332 0.290 10.320 18 0.0100 RCP 0.013 10.50 5.94 164.67 0.1845 888.09 886.44 896.71 896.21 6.42 48"R-3067V 8.12 8.99 CL-5 CBMH 202 CBMH 201 31352 18601 0.720 11.601 59% 0.62 0.443 6.097 0.38 9.54 5.927 2.625 36.131 30 0.0085 RCP 0.013 37.82 7.70 34.00 1.6848 885.44 885.15 895.43 894.93 4.29 60"R-3067VB 9.49 10.28 CL-3 CBMH 201 MH 200-A 36381 24054 0.835 12.436 66% 0.66 0.554 6.650 0.07 9.61 5.912 3.273 39.314 30 0.0211 RCP 0.013 59.58 12.14 107.24 20.2667 885.15 882.89 895.43 894.93 7.08 60"R-3067VB 13.78 10.28 CL-3 MH 200-A FES 200 0 0 0.000 12.436 0% 0.20 0.000 6.650 0.15 9.76 5.883 0.000 39.121 36 0.0035 RCP 0.013 39.46 5.58 50.23 0.3387 877.78 877.60 888.20 888.20 2.61 60"R-1733 10.42 10.42 CL-3 12.436 6.650 877.60 pond 1 CB 309 CBMH 308 20384 13502 0.468 0.468 66% 0.66 0.311 0.311 7.00 7.00 6.519 2.024 2.024 15 0.0050 RCP 0.013 4.57 3.72 6.00 2.5433 893.11 893.08 897.61 897.11 2.55 2'x3'R-3067V 4.00 4.50 CL-5 CBMH 308 CBMH 306 20384 13502 0.468 0.936 66% 0.66 0.311 0.621 0.03 7.03 6.511 2.022 4.044 15 0.0050 RCP 0.013 4.57 3.72 34.00 0.5235 893.08 892.91 897.44 896.94 2.41 48"R-3067V 3.86 4.55 CL-5 CB 307 CBMH 306 17240 10901 0.396 0.396 63% 0.64 0.254 0.254 7.00 7.00 6.519 1.658 1.658 15 0.0050 RCP 0.013 4.57 3.72 6.00 2.9099 893.09 893.06 897.59 897.09 2.55 2'x3'R-3067V 4.00 4.50 CL-5 CBMH 306 CBMH 304 17240 10901 0.396 1.727 63% 0.64 0.254 1.130 0.03 7.05 6.504 1.654 7.348 15 0.0130 RCP 0.013 7.37 6.00 61.08 0.0173 892.91 892.12 897.46 896.96 2.45 48"R-3067V 4.05 4.55 CL-5 CB 305A CBMH 305 57108 9497 1.311 1.311 17% 0.32 0.415 0.415 7.00 7.00 6.519 2.704 2.704 15 0.0195 RCP 0.013 9.02 7.35 59.13 6.3166 893.00 891.85 896.50 896.50 2.05 48"R-4342 3.50 3.50 CL-5 CBMH 305 CBMH 304 23295 8452 0.535 1.846 36% 0.45 0.243 0.658 0.13 7.13 6.482 1.574 4.263 15 0.0195 RCP 0.013 9.02 7.35 119.90 4.7579 891.85 889.51 895.30 895.30 2.00 48"R-4342 3.45 6.63 CL-5 CBMH 304 CBMH 303 6799 4739 0.156 3.729 70% 0.69 0.107 1.895 0.17 7.30 6.437 0.691 12.197 18 0.0135 RCP 0.013 12.20 6.91 107.06 0.0079 889.26 887.81 896.14 895.64 2.07 48"R-3067V 6.38 6.90 CL-5 CBMH 303 CBMH 302 25589 17124 0.587 4.317 67% 0.67 0.393 2.287 0.26 7.56 6.371 2.502 14.573 21 0.0085 RCP 0.013 14.61 6.07 34.00 0.0359 887.56 887.27 894.71 894.21 4.70 48"R-3067VB 6.65 7.44 CL-3 CBMH 302 MH 301 25162 15471 0.578 4.894 61% 0.63 0.364 2.652 0.09 7.66 6.347 2.311 16.830 21 0.0290 RCP 0.013 26.98 11.22 122.34 10.1530 887.27 883.73 894.71 894.21 4.99 48"R-3067VB 10.94 7.44 CL-3 MH 301 FES 300 0 0 0.000 4.894 0% 0.20 0.000 2.652 0.18 7.84 6.302 0.000 16.711 24 0.0069 RCP 0.013 18.79 5.98 49.87 2.0805 877.95 877.60 887.70 887.70 2.02 48"R-1733 9.75 9.75 CL-3 4.894 2.652 877.60 pond 1 CB 377 CBMH 376 22870 14262 0.525 0.525 62% 0.64 0.334 0.334 7.00 7.00 6.519 2.178 2.178 15 0.0050 RCP 0.013 4.57 3.72 34.05 2.3894 907.07 906.90 911.57 911.07 2.55 2'x3'R-3067V 4.00 4.56 CL-5 CBMH 376 CBMH 341 25181 16893 0.578 1.103 67% 0.67 0.387 0.721 0.15 7.15 6.477 2.507 4.672 15 0.0242 RCP 0.013 10.05 8.19 225.58 5.3772 906.90 901.44 911.46 910.96 2.61 48"R-3067V 4.06 4.56 CL-5 FES 375 OCS 374 0.000 0.000 0% 0.20 0.000 0.000 7.00 7.00 6.519 0.000 0.000 30 0.0000 RCP 0.013 0.00 0.00 18.47 0.0000 904.80 904.80 904.80 904.80 -2.70 2'x3'R-1733 0.00 4.20 CL-3 OCS 374 CBMH 373 0.000 0.000 0% 0.20 0.000 0.000 0.00 7.00 6.519 0.000 0 30 0.0050 RCP 0.013 29.00 5.91 77.72 29.003 900.44 900.05 909.00 909.00 1.50 48"R-4342 8.56 9.31 CL-3 CBMH 373 CBMH 372 11031.66 2470.39 0.253 0.253 22% 0.36 0.090 0.090 0.22 7.22 6.460 0.584 0.584 30 0.0050 RCP 0.013 29.00 5.91 155.01 28.4199 900.05 899.28 909.36 909.36 6.61 48"R-4342 9.31 11.57 CL-3 CBMH 372 CBMH 371 19336.21 11134.44 0.444 0.697 58% 0.60 0.268 0.358 0.44 7.66 6.347 1.699 2.273 30 0.0050 RCP 0.013 29.00 5.91 34.00 26.7309 899.28 899.11 910.85 910.35 8.37 60"R-3067VB 11.07 11.63 CL-3 CBMH 371 CBMH 370 24218.5 14817.89 0.556 1.253 61% 0.63 0.349 0.707 0.10 7.75 6.323 2.209 4.473 30 0.0050 RCP 0.013 29.00 5.91 141.13 24.5307 899.11 898.40 910.74 910.24 8.43 60"R-3067VB 11.13 11.63 CL-3 CBMH 370 CBMH 345 11556 2004 0.265 1.518 17% 0.32 0.085 0.793 0.40 8.15 6.227 0.531 4.936 30 0.0050 RCP 0.013 29.00 5.91 88.99 24.0675 898.40 897.96 907.26 907.26 6.16 48"R-4342 8.86 8.86 CL-3 CB 360 CBMH 359 5368 0 0.123 0.123 0% 0.20 0.025 0.025 7.00 7.00 6.519 0.161 0.161 15 0.0470 RCP 0.013 14.00 11.41 48.45 13.8438 916.00 913.72 919.50 919.50 2.05 48"R-4342 3.50 4.49 CL-5 CBMH 359 CBMH 357 9619 7385 0.221 0.344 77% 0.74 0.163 0.187 0.07 7.07 6.499 1.058 1.219 15 0.0050 RCP 0.013 4.57 3.72 54.07 3.3492 913.72 913.45 918.21 917.71 2.54 48"R-3067VB 3.99 4.73 CL-5 CB 358 CBMH 357 5691 0 0.131 0.131 0% 0.20 0.026 0.026 7.00 7.00 6.519 0.170 0.170 15 0.0050 RCP 0.013 4.57 3.72 25.07 4.3974 912.40 912.27 915.90 915.90 2.05 48"R-4342 3.50 5.91 CL-5 CBMH 357 MH 354 2652 2209 0.061 0.536 83% 0.78 0.048 0.261 0.11 7.18 6.469 0.308 1.690 15 0.0050 RCP 0.013 4.57 3.72 103.08 2.8774 912.27 911.76 918.18 917.68 2.78 48"R-3067V 5.41 8.69 CL-5 CB 356 MH 354 45508 17901 1.045 1.045 39% 0.48 0.497 0.497 7.00 7.00 6.519 3.237 3.237 15 0.0050 RCP 0.013 4.57 3.72 60.29 1.3306 917.03 916.73 921.53 921.03 2.55 2'x3'R-3067V 4.00 4.50 CL-5 CB 355 MH 354 17434 11098 0.400 0.400 64% 0.65 0.258 0.258 7.00 7.00 6.519 1.684 1.684 15 0.0060 RCP 0.013 5.00 4.08 56.47 3.3194 917.30 916.96 921.80 921.30 2.55 2'x3'R-3067V 4.00 4.50 CL-5 MH 354 CBMH 352 0 0 0.000 1.981 0% 0.20 0.000 1.016 0.23 7.41 6.409 0.000 6.513 18 0.0050 RCP 0.013 7.43 4.20 187.91 0.9147 911.51 910.57 920.45 920.45 2.04 48"R-1733 8.94 8.94 CL-5 CB 353 CBMH 352 28652 11467.33 0.658 0.658 40% 0.48 0.316 0.316 7.00 7.00 6.519 2.059 2.059 15 0.0050 RCP 0.013 4.57 3.72 37.29 2.5090 914.43 914.24 918.93 918.43 2.55 2'x3'R-3067V 4.00 4.69 CL-5 CBMH 352 CBMH 349 7622 5374 0.175 2.813 71% 0.69 0.121 1.453 0.17 7.58 6.366 0.773 9.253 18 0.0200 RCP 0.013 14.86 8.41 326.55 5.6026 910.57 904.04 918.93 918.43 2.74 48"R-3067V 7.86 8.36 CL-5 CB 351 CBMH 349 37911 11703 0.870 0.870 31% 0.42 0.362 0.362 7.00 7.00 6.519 2.361 2.361 15 0.0050 RCP 0.013 4.57 3.72 37.33 2.2072 904.13 903.94 908.63 908.13 2.55 2'x3'R-3067V 4.00 4.69 CL-5 CB 350 CBMH 349 9867 2296 0.301 0.301 69% 0.68 0.206 0.206 7.00 7.00 6.519 1.340 1.340 15 0.0040 RCP 0.013 4.09 3.33 65.81 2.7458 894.80 894.54 898.30 898.30 2.05 48"R-4342 3.50 14.09 CL-5 CBMH 349 CBMH 347 13095 9048 0.301 4.285 69% 0.68 0.206 2.227 0.17 7.75 6.324 1.300 14.082 24 0.0039 RCP 0.013 14.13 4.50 116.65 0.0459 893.79 893.33 908.63 908.13 2.39 48"R-3067V 14.34 14.84 CL-4 CB 348 CBMH 347 6064 2296 0.139 0.139 38% 0.47 0.065 0.065 7.00 7.00 6.519 0.422 0.422 15 0.0050 RCP 0.013 4.57 3.72 52.31 4.1458 896.80 896.54 900.30 900.30 2.05 48"R-4342 3.50 10.93 CL-5 CBMH 347 CBMH 345 5374 3124 0.123 4.547 58% 0.61 0.075 2.366 0.23 7.98 6.267 0.469 14.830 24 0.0043 RCP 0.013 14.83 4.72 77.21 0.0046 893.33 893.00 907.47 906.97 8.98 48"R-3067V 13.64 14.14 CL-4 CB 346 CBMH 345 14997 4592 0.344 0.344 31% 0.41 0.143 0.143 7.00 7.00 6.519 0.930 0.930 15 0.0050 RCP 0.013 4.57 3.72 70.47 3.6379 897.70 897.35 901.20 901.20 2.05 48"R-4342 3.50 9.39 CL-5 CBMH 345 CBMH 343 3639 2095 0.084 6.494 58% 0.60 0.050 3.352 0.25 8.40 6.169 0.311 20.679 30 0.0050 RCP 0.013 29.00 5.91 99.30 8.3247 893.00 892.50 906.74 906.24 5.58 60"R-3067V 13.24 13.74 CL-3 CB 344 CBMH 343 21838 8522 0.501 0.501 39% 0.47 0.237 0.237 7.00 7.00 6.519 1.546 1.546 15 0.0050 RCP 0.013 4.57 3.72 37.33 3.0215 900.84 900.65 905.34 904.84 2.55 2'x3'R-3067V 4.00 4.94 CL-5 CBMH 343 MH 340 11182 6701 0.257 7.252 60% 0.62 0.159 3.748 0.17 8.57 6.132 0.975 22.982 30 0.0050 RCP 0.013 29.00 5.91 24.33 6.0216 892.50 892.38 905.59 905.09 2.99 60"R-3067VB 12.59 13.09 CL-3 CB 342 CBMH 341 16988 11003 0.390 0.390 65% 0.65 0.255 0.255 7.00 7.00 6.519 1.661 1.661 15 0.0050 RCP 0.013 4.57 3.72 34.00 2.9068 900.86 900.69 905.36 904.86 2.55 2'x3'R-3067V 4.00 4.71 CL-5 CBMH 341 MH 340 17222 11077 0.395 1.888 64% 0.65 0.257 1.233 0.15 7.30 6.437 1.655 7.938 15 0.0200 RCP 0.013 9.14 7.44 61.67 1.1977 900.69 899.46 905.40 904.90 2.01 48"R-3067V 4.21 5.81 CL-5 MH 340 CBMH 324 0 0 0.000 9.140 0% 0.20 0.000 4.981 0.07 8.64 6.116 0.000 30.467 30 0.0056 RCP 0.013 30.69 6.25 211.00 0.2275 892.38 891.20 905.27 905.27 4.36 60"R-1733 12.89 12.89 CL-3 CB 331 CBMH 330 21459.5 15359 0.493 0.493 72% 0.70 0.345 0.345 7.00 7.00 6.519 2.251 2.251 15 0.0050 RCP 0.013 4.57 3.72 6.00 2.3166 890.16 890.13 894.66 894.16 2.55 2'x3'R-3067VB 4.00 4.50 CL-5 CBMH 330 CBMH 326 21459.5 15359 0.493 0.985 72% 0.70 0.345 0.691 0.03 7.03 6.511 2.249 4.497 18 0.0026 RCP 0.013 5.36 3.03 118.19 0.8590 890.13 889.82 894.63 894.13 2.30 48"R-3067VB 4.00 8.47 CL-5 CB 329 CBMH 328 17694 5809 0.406 0.406 33% 0.43 0.175 0.175 7.00 7.00 6.519 1.138 1.138 15 0.0050 RCP 0.013 4.57 3.72 37.33 3.4297 894.98 894.79 899.48 898.98 2.55 2'x3'R-3067V 4.00 4.69 CL-5 CBMH 328 CBMH 327 11398 6846 0.262 0.668 60% 0.62 0.162 0.337 0.17 7.17 6.473 1.051 2.181 15 0.0270 RCP 0.013 10.61 8.65 121.83 8.4334 894.79 891.50 899.48 898.98 2.74 48"R-3067V 4.19 4.69 CL-5 CBMH 327 CBMH 326 13623 4698 0.313 0.981 34% 0.44 0.138 0.475 0.23 7.40 6.412 0.885 3.045 15 0.0050 RCP 0.013 4.57 3.72 108.27 1.5224 891.50 890.96 895.80 895.80 2.85 48"R-4342 4.30 7.33 CL-5 CBMH 326 CBMH 325 3472.67 2072 0.080 2.046 60% 0.62 0.049 1.215 0.48 7.89 6.290 0.310 7.642 21 0.0025 RCP 0.013 7.92 3.29 111.17 0.2804 889.82 889.54 898.29 897.79 5.38 48"R-3067V 7.97 13.37 CL-4 CBMH 325 CBMH 324A 6520 4523.5 0.150 2.195 69% 0.69 0.103 1.318 0.56 8.45 6.158 0.632 8.114 21 0.0027 RCP 0.013 8.23 3.42 26.99 0.1194 889.54 889.47 902.91 902.41 10.92 48"R-3067V 12.87 14.35 CL-4 CBMH 324A CBMH 324 6520 4523.5 0.150 2.345 69% 0.69 0.103 1.420 0.13 8.58 6.129 0.629 8.704 21 0.0031 RCP 0.013 8.82 3.67 34.00 0.1182 889.47 889.37 903.83 903.33 11.91 48"R-3067V 13.86 14.45 CL-4 CBMH 324 CBMH 323 11382 8470 0.261 11.746 74% 0.72 0.188 6.590 0.15 8.79 6.082 1.146 40.082 30 0.0096 RCP 0.013 40.19 8.19 53.66 0.1069 888.87 888.35 903.82 903.32 9.42 60"R-3067V 14.45 15.51 CL-4 CBMH 323 MH 322 0 0 0.000 11.746 0% 0.20 0.000 6.590 0.11 8.90 6.059 0.000 39.926 30 0.0255 RCP 0.013 65.50 13.34 139.24 25.5733 888.35 884.80 903.86 903.36 12.31 60"R-3067V 19.01 15.51 CL-4 MH 322 FES 320 0 0 0.000 11.746 0% 0.20 0.000 6.590 0.17 9.07 6.022 0.000 39.682 36 0.0036 RCP 0.013 40.02 5.66 193.06 0.3373 878.29 877.60 889.50 889.50 2.00 60"R-1733 11.21 11.21 CL-3 11.746 6.590 877.6 pond 1 CB 406 CBMH 405 9685 7508 0.222 0.222 78% 0.74 0.165 0.165 7.00 7.00 6.519 1.076 1.076 15 0.0033 RCP 0.013 3.71 3.02 74.31 2.6345 874.03 873.78 878.53 878.03 2.55 2'x3'R-3067V 4.00 5.60 CL-5 CBMH 405 CBMH 404A 13651 8117 0.313 0.536 59% 0.62 0.193 0.358 0.41 7.41 6.410 1.238 2.296 15 0.0033 RCP 0.013 3.71 3.02 37.33 1.4147 873.78 873.66 879.38 878.88 3.65 48"R-3067V 5.10 5.72 CL-5 CBMH 404A CBMH 404 34687 12751 0.796 1.332 37% 0.46 0.364 0.722 0.21 7.62 6.357 2.315 4.592 15 0.0058 RCP 0.013 4.92 4.01 40.74 0.3272 873.66 873.43 879.38 878.88 3.77 48"R-3067V 5.22 6.05 CL-5 CBMH 404 CBMH 403 15318 5359 0.352 1.684 35% 0.44 0.156 0.879 0.17 7.78 6.315 0.988 5.550 18 0.0030 RCP 0.013 5.75 3.26 207.13 0.2035 873.18 872.55 879.48 878.98 4.10 48"R-3067VB 5.80 8.60 CL-5 CBMH 403 CBMH 401 3482 940 0.080 1.764 27% 0.39 0.031 0.910 1.06 8.85 6.071 0.189 5.524 18 0.0030 RCP 0.013 5.75 3.26 222.24 0.2295 872.55 871.89 881.15 880.65 5.77 48"R-3067V 8.10 8.60 CL-5 CB 402 CBMH 401 16643 12825 0.382 0.382 77% 0.74 0.283 0.283 7.00 7.00 6.519 1.842 1.842 15 0.0033 RCP 0.013 3.71 3.02 44.00 1.8693 873.09 872.94 877.59 877.09 2.55 2'x3'R-3067VB 4.00 4.65 CL-5 CBMH 401 FES 400 19522 8699 0.448 2.594 45% 0.51 0.229 1.422 0.24 9.09 6.019 1.381 8.558 18 0.0068 RCP 0.013 8.66 4.90 43.69 0.1039 871.80 871.50 877.59 877.09 2.70 48"R-3067VB 9.29 5.79 CL-5 2.594 1.422 871.50 biofil 3 STUB CBMH 502 190336 1 4.370 4.370 0% 0.20 0.874 0.874 7.00 7.00 6.519 5.697 5.697 18 0.0050 RCP 0.013 7.43 4.20 28.00 1.7310 872.00 871.86 872.00 872.00 FES 6.02 CL-5 CBMH 502A CBMH 502 15213 13570 0.349 0.349 89% 0.82 0.288 0.288 7.00 7.00 6.519 1.877 1.877 15 0.0033 RCP 0.013 3.71 3.02 6.10 1.8341 873.39 873.37 877.89 877.39 2.55 2'x3'R-3067V 4.00 4.51 CL-5 CBMH 502 CBMH 501 4377 3305 0.100 4.819 76% 0.73 0.073 1.235 0.03 7.03 6.509 0.477 8.039 18 0.0090 RCP 0.013 9.97 5.64 44.00 1.9260 871.86 871.46 877.88 877.38 3.82 48"R-3067VB 5.52 6.42 CL-5 CBMH 501 FES 500 19898 12956 0.457 5.276 65% 0.66 0.300 1.535 0.13 7.16 6.474 1.939 9.935 18 0.0100 RCP 0.013 10.50 5.94 40.12 0.5689 871.40 871.00 877.88 877.38 4.22 48"R-3067VB 9.98 6.48 CL-5 5.276 1.535 871.00 CB 603 CBMH 602 18867 10647 0.433 0.433 56% 0.60 0.258 0.258 7.00 7.00 6.519 1.680 1.680 15 0.0250 RCP 0.013 10.21 8.32 37.70 8.5338 913.49 912.55 917.82 917.49 2.55 2'x3'0 4.00 4.45 CL-5 CBMH 602 MH 601 21180 14343 0.486 0.919 68% 0.67 0.328 0.585 0.08 7.08 6.498 2.130 3.804 15 0.0420 RCP 0.013 13.24 10.79 133.00 9.4343 912.55 906.96 917.00 916.50 2.50 48"R-3067VB 7.95 4.45 CL-5 MH 601 FES 600 0 0 0.000 0.919 0% 0.20 0.000 0.585 0.21 7.28 6.443 0.000 3.772 15 0.0050 RCP 0.013 4.57 3.72 30.24 0.7955 904.95 904.80 911.00 910.50 2.09 48"R-3067VB 5.55 6.05 CL-5 904.80 biofil 1 CB 707 CBMH 706 26439 16344 0.607 0.607 62% 0.63 0.384 0.384 7.00 7.00 6.519 2.503 2.503 15 0.0033 RCP 0.013 3.71 3.02 6.00 1.2076 922.23 922.21 926.69 926.23 2.55 2'x3'R-3067V 4.00 4.46 CL-5 CBMH 706 CBMH 704 26439 16344 0.607 1.214 62% 0.63 0.384 0.768 0.03 7.03 6.510 2.500 5.000 15 0.0060 RCP 0.013 5.00 4.08 34.00 0.0041 922.21 922.01 926.62 926.12 2.46 48"R-3067V 3.91 4.56 CL-5 CB 705 CBMH 704 21844 11100 0.501 0.501 51% 0.56 0.279 0.279 7.00 7.00 6.519 1.817 1.817 15 0.0033 RCP 0.013 3.71 3.02 6.00 1.8944 922.19 922.17 926.69 926.19 2.55 2'x3'R-3067V 4.00 4.50 CL-5 CBMH 704 CBMH 702 21844 11100 0.501 2.217 51% 0.56 0.279 1.325 0.03 7.07 6.501 1.811 8.616 15 0.0178 RCP 0.013 8.62 7.02 72.44 0.0027 922.01 920.72 926.57 926.07 2.45 48"R-3067V 4.06 5.16 CL-5 CB 703 CBMH 702 11771 7396 0.270 2.487 63% 0.64 0.173 1.498 7.00 7.00 6.519 1.127 9.767 15 0.0229 RCP 0.013 9.78 7.97 34.04 0.0089 921.38 920.60 925.88 925.38 2.55 2'x3'R-3067V 4.00 5.28 CL-5 CBMH 702 MH 701 18360 11953 0.421 5.125 65% 0.66 0.276 3.100 0.07 7.14 6.481 1.791 20.093 21 0.0161 RCP 0.013 20.11 8.36 101.51 0.0126 916.48 914.85 925.88 925.38 3.21 60"R-3067VB 8.90 9.40 CL-3 MH 701 FES 700 0 0 0.000 5.125 0% 0.20 0.000 3.100 0.20 7.34 6.428 0.000 19.927 24 0.0078 RCP 0.013 19.98 6.36 51.49 0.0530 913.41 913.00 918.80 918.80 2.00 60"R-1733 5.39 5.39 CL-3 913.00 biofil 2 CB 810 CBMH 809 20850 10692 0.479 0.479 51% 0.56 0.268 0.268 7.00 7.00 6.519 1.744 1.744 15 0.0140 RCP 0.013 7.64 6.23 35.50 5.8994 922.03 921.53 926.53 926.03 2.55 2'x3'R-3067V 4.00 4.50 CL-5 CBMH 809 CBMH 808 18387 11888 0.422 0.901 65% 0.65 0.275 0.543 0.09 7.09 6.493 1.788 3.526 15 0.0400 RCP 0.013 12.92 10.53 6.00 9.3941 921.53 921.29 926.02 925.52 2.54 48"R-3067V 3.99 4.49 CL-5 CBMH 808 CBMH 807 18387 11888 0.422 1.323 65% 0.65 0.275 0.818 0.01 7.10 6.490 1.788 5.312 15 0.0490 RCP 0.013 14.30 11.65 132.27 8.9875 921.29 914.81 925.73 925.23 2.49 48"R-3067V 3.94 5.58 CL-5 CBMH 807 CBMH 802 11463 7474 0.263 1.586 65% 0.66 0.173 0.991 0.19 7.29 6.440 1.112 6.383 15 0.0470 RCP 0.013 14.00 11.41 68.43 7.6214 914.81 911.60 920.39 919.89 3.63 48"R-3067V 5.08 6.04 CL-5 CB 806 CBMH 805 30564 18430 0.702 0.702 60% 0.62 0.436 0.436 7.00 7.00 6.519 2.845 2.845 15 0.0050 RCP 0.013 4.57 3.72 6.00 1.7225 910.82 910.79 915.32 914.82 2.55 2'x3'R-3067VB 4.00 4.52 CL-5 CBMH 805 CBMH 804 30564 18430 0.702 1.403 60% 0.62 0.436 0.873 0.03 7.03 6.511 2.842 5.684 15 0.0085 RCP 0.013 5.96 4.85 34.00 0.2714 910.79 910.50 915.31 914.81 2.57 48"R-3067VB 4.02 4.81 CL-5 CBMH 804 CBMH 803 24605 16583 0.565 1.968 67% 0.67 0.379 1.252 0.12 7.14 6.480 2.459 8.115 15 0.0160 RCP 0.013 8.17 6.66 37.56 0.0557 910.50 909.90 915.31 914.81 2.86 48"R-3067VB 4.31 5.67 CL-5 CBMH 803 CBMH 802 4536 1780 0.104 2.072 39% 0.47 0.049 1.302 0.09 7.24 6.455 0.319 8.403 21 0.0030 RCP 0.013 8.68 3.61 80.42 0.2756 909.40 909.16 915.57 915.07 3.72 48"R-3067V 5.67 8.48 CL-3 CBMH 802 MH 801 6181 3907 0.142 3.800 63% 0.64 0.091 2.384 0.10 7.39 6.414 0.585 15.292 21 0.0231 RCP 0.013 24.08 10.01 134.70 8.7904 909.16 906.05 917.64 917.14 4.09 48"R-3067V 7.98 8.48 CL-3 MH 801 FES 800 0 0 0.000 3.800 0% 0.20 0.000 2.384 0.22 7.62 6.357 0.000 15.156 24 0.0069 RCP 0.013 18.79 5.98 38.19 3.6360 905.07 904.80 910.00 910.00 2.00 48"R-1733 4.93 4.93 CL-3 3.800 2.384 904.80 biofil 1 Note: CBMH 207 AND CBMH 204 ARE SPLITTING/COMBINING AREA EQUALLY backyard drain bypass C&G (CBMH) typ. Manhole C&G lowpoint(CB) Maximum pipe depth to invert surmountable CB Q [CFS]MH/CB AREA [AC] TIME OF CONC. [MIN]AREA [SF] A*C Pond/ WETLAND CB 905 CBMH 904 26334 17010 0.605 0.605 65%0.65 0.394 0.394 7.00 7.00 6.519 2.570 2.570 15 0.0050 RCP 0.013 4.57 3.72 6.00 1.9978 920.47 920.44 924.97 924.47 2.55 2'x3'R-3067V 4.00 CL-5 CBMH 904 CBMH 902 26334 17010 0.605 1.209 65%0.65 0.394 0.789 0.03 7.03 6.511 2.567 5.134 15 0.0064 RCP 0.013 5.17 4.21 34.00 0.0337 920.44 920.22 924.85 924.35 2.46 48"R-3067V 3.91 CL-5 CB 903 CBMH 902 20927 12502 0.480 0.480 60%0.62 0.297 0.297 7.00 7.00 6.519 1.936 1.936 15 0.0050 RCP 0.013 4.57 3.72 6.00 2.6319 920.47 920.44 924.97 924.47 2.55 2'x3'R-3067V 4.00 CL-5 CBMH 902 MH 901 20927 12502 0.480 2.170 60%0.62 0.297 1.382 0.03 7.05 6.504 1.932 8.991 15 0.0605 RCP 0.013 15.89 12.95 100.74 6.8976 920.22 914.13 924.85 924.35 2.46 48"R-3067V 4.13 CL-5 MH 901 FES 900 1 1 0.000 2.170 100%0.90 0.000 1.382 0.13 7.18 6.469 0.000 8.943 15 0.0194 RCP 0.013 9.00 7.33 58.28 0.0541 914.13 913.00 917.20 917.20 1.62 48"R-1733 3.07 CL-5 2.170 1.382 913.00 biofil 2 CB 1015 CBMH 1014 19492 3664 0.447 0.447 19% 0.33 0.148 0.148 7.00 7.00 6.519 0.967 0.967 15 0.0035 RCP 0.013 3.82 3.11 162.51 2.8545 950.50 949.93 954.00 954.00 2.05 48"R-4342 3.50 3.96 CL-5 CBMH 1014 CBMH 1012 12139 8437 0.279 0.726 69% 0.69 0.191 0.340 0.87 7.87 6.294 1.204 2.138 15 0.0223 RCP 0.013 9.65 7.86 108.75 7.5085 949.93 947.51 953.89 953.39 2.01 48"R-3067V 3.46 3.96 CL-5 CB 1013 CBMH 1012 22734 12987 0.522 0.522 57% 0.60 0.313 0.313 7.00 7.00 6.519 2.041 2.041 15 0.0033 RCP 0.013 3.71 3.02 34.00 1.6701 946.97 946.86 951.47 950.97 2.55 2'x3'R-3067V 4.00 4.60 CL-5 CBMH 1012 CBMH 1011 8308 5587 0.191 1.439 67% 0.67 0.128 0.781 0.19 8.06 6.249 0.799 4.879 15 0.0360 RCP 0.013 12.26 9.99 227.10 7.3779 940.10 931.92 951.46 950.96 2.00 48"R-3067V 14.86 11.36 CL-5 CBMH 1011 CBMH 1010 34106 2437 0.783 2.222 7% 0.25 0.196 0.976 0.38 8.44 6.161 1.206 6.016 15 0.0088 RCP 0.013 6.06 4.94 98.26 0.0436 931.92 931.06 935.38 935.38 2.01 48"R-4342 3.46 6.49 CL-5 CBMH 1010 CBMH 1009 24837 3743 0.570 2.792 15% 0.31 0.174 1.151 0.33 8.77 6.088 1.060 7.004 15 0.0119 RCP 0.013 7.05 5.74 225.00 0.0423 931.06 928.38 937.55 937.55 5.04 48"R-4342 6.49 9.12 CL-5 CBMH 1009 MH 1001 22542 2879 0.518 3.309 13% 0.29 0.150 1.300 0.65 9.42 5.950 0.891 7.737 15 0.0145 RCP 0.013 7.78 6.34 83.07 0.0413 928.38 927.18 937.50 937.50 7.67 48"R-4342 9.12 9.12 CL-5 CB 1008 CBMH 1007 12731 7908 0.292 0.292 62% 0.63 0.186 0.186 7.00 7.00 6.519 1.209 1.209 15 0.0033 RCP 0.013 3.71 3.02 34.00 2.5015 948.68 948.57 953.18 952.68 2.55 2'x3'R-3067V 4.00 4.61 CL-5 CBMH 1007 MH 1002 12462 8448 0.286 0.578 68% 0.67 0.193 0.379 0.19 7.19 6.468 1.248 2.448 15 0.0360 RCP 0.013 12.26 9.99 125.93 9.8084 942.53 937.99 953.18 952.68 2.66 48"R-3067V 14.15 10.65 CL-5 CB 1006A CB 1006 31717 4852 0.728 0.728 15% 0.31 0.224 0.224 7.00 7.00 6.519 1.458 1.458 15 0.0139 RCP 0.013 7.62 6.21 130.43 6.1584 942.62 940.81 946.62 946.62 2.55 2'x3'R-1733 8.00 4.00 CL-5 CB 1006 CBMH 1005 18079 1642 0.415 1.143 9% 0.26 0.109 0.333 0.35 7.3502865 6.425 0.703 2.140 15 0.0033 RCP 0.013 3.71 3.02 182.40 1.5713 940.81 940.21 944.26 944.26 2.00 48"R-4342 3.45 4.51 CL-5 CBMH 1005 CBMH 1003 10236 5813 0.235 1.378 57% 0.60 0.140 0.473 1.01 8.36 6.180 0.868 2.926 15 0.0360 RCP 0.013 12.26 9.99 84.56 9.3311 939.52 936.47 944.72 944.22 2.56 48"R-3067V 4.70 5.20 CL-5 CB 1004 CBMH 1003 30693 18258 0.705 0.705 59% 0.62 0.434 0.434 7.00 7.00 6.519 2.831 2.831 15 0.0033 RCP 0.013 3.71 3.02 42.82 0.8798 935.10 934.96 939.60 939.10 2.55 2'x3'R-3067V 4.00 5.47 CL-5 CBMH 1003 MH 1002 6758 1902 0.155 2.238 28% 0.40 0.062 0.969 0.14 8.50 6.148 0.379 5.959 15 0.0110 RCP 0.013 6.78 5.52 147.99 0.8161 934.96 933.33 940.43 939.93 2.01 48"R-3067V 8.97 8.12 CL-5 MH 1002 MH 1001 1 1 0.000 2.816 100% 0.90 0.000 1.348 0.21 8.71 6.101 0.000 8.223 15 0.0163 RCP 0.013 8.25 6.72 89.72 0.0243 933.33 931.87 941.45 941.45 2.01 48"R-1733 8.12 8.12 CL-5 MH 1001 MH 100A 1 1 0.000 6.126 100% 0.90 0.000 2.648 0.22 9.64 5.906 0.000 15.641 18 0.0235 RCP 0.013 16.10 9.11 112.12 0.4618 926.93 924.29 936.00 936.00 2.68 48"R-4342 9.07 9.07 CL-5 MH 1000A FES 1000 1 1 0.000 6.126 100% 0.90 0.000 2.648 0.21 9.84 5.866 0.000 15.534 24 0.0069 RCP 0.013 18.79 5.98 61.37 3.2571 913.42 913.00 928.00 928.00 2.01 48"R-4342 14.58 14.58 CL-4 6.126 2.648 913.00 biofil 2 PE 1202 OCS 1201 60 0.0000 RCP 877.60 pond 1 CL-2 OCS 1201 FES 1200 60 0.0017 RCP 62.82 871.10 871.00 879.50 OCS CL-2 PE 1202A OCS 1201A 30 0.0000 RCP 14.40 877.60 877.60 pond 1 primary ocs CL-2 OCS 1201A FES 1200 30 0.0022 RCP 54.60 871.12 871.00 CL-2 FES 1301 FES 1300 18 0.0377 RCP 53.06 873.00 871.00 FES CL-5 PE 1402 OCS 1401 15 0.0000 RCP 21.05 871.00 868.80 CL-5 OCS 1401 FES 1400 15 0.0035 RCP 255.10 868.80 867.90 875.75 OCS CL-5 FES 1502 OCS 1501 15 0.0000 RCP 47.85 864.50 864.50 FES CL-5 OCS 1501 FES 1500 15 0.0034 RCP 290.66 861.00 860.00 874.00 OCS CL-5 FES 1602 OCS 1601 15 0.0000 RCP 24.95 884.00 884.00 FES CL-5 OCS 1601 MH 1600A 15 0.0360 RCP 20.59 882.75 882.01 889.50 OCS CL-5 MH 1600A EX MH 15 0.0360 RCP 169.50 879.36 873.26 884.00 MH CL-5 872.93 FES 1702 OCS 1701 30 0.0000 RCP 11.82 913.00 913.00 biofil 2 FES CL-3 OCS 1701 FES 1700 30 0.0036 RCP 56.00 905.00 904.80 biofil 1 914.00 OCS CL-3 FES 1802 OCS 1801 21 0.0000 RCP 45.03 921.00 921.00 FES CL-3 OCS 1801 FES 1800 21 0.0050 RCP 126.60 910.63 910.00 925.00 OCS CL-3 EX STR. FES 1900 27 0.0465 RCP 144.23 877.71 871.00 CL-3 CB 2000 EX STM A. 12 0.0100 RCP 7.60 877.56 877.48 882.33 2'x3' R-3067V 4.77 CL-5 CB 2100 2'x3'R-3067V Hydraulic Analysis Report Project Data Project Title: VIERLING Designer Project Date: Tuesday, August 4, 2026 Project Units: U.S. Customary Units Notes Curb and Gutter Analysis: CBMH 403 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0625 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 1.3600 ft Gutter Result Parameters Design Flow: 0.1180 cfs Gutter Depression: 1.0200 in Area of Flow: 0.1035 ft^2 Eo (Gutter Flow to Total Flow): 1.0000 Gutter Depth at Curb: 1.0200 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 0.1180 cfs Bypass Flow: 0.0000 cfs Approach Velocity: 1.1401 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 1.0000 Curb and Gutter Analysis: CB 329 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 4.4880 ft Gutter Result Parameters Design Flow: 1.7210 cfs Gutter Depression: 1.0080 in Area of Flow: 0.2854 ft^2 Eo (Gutter Flow to Total Flow): 0.8976 Gutter Depth at Curb: 2.0851 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 1.5557 cfs Bypass Flow: 0.1653 cfs Approach Velocity: 6.0297 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.9040 Curb and Gutter Analysis: CBMH 328 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 3.0160 ft Gutter Result Parameters Design Flow: 0.9870 cfs Gutter Depression: 1.0080 in Area of Flow: 0.1750 ft^2 Eo (Gutter Flow to Total Flow): 0.9837 Gutter Depth at Curb: 1.7318 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 0.9720 cfs Bypass Flow: 0.0150 cfs Approach Velocity: 5.6412 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.9848 Curb and Gutter Analysis: CBMH 404A Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 5.7088 ft Gutter Result Parameters Design Flow: 2.6210 cfs Gutter Depression: 1.0080 in Area of Flow: 0.4099 ft^2 Eo (Gutter Flow to Total Flow): 0.8049 Gutter Depth at Curb: 2.3781 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 2.1382 cfs Bypass Flow: 0.4828 cfs Approach Velocity: 6.3943 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.8158 Curb and Gutter Analysis: CB 406 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 4.7234 ft Gutter Result Parameters Design Flow: 0.9360 cfs Gutter Depression: 1.0080 in Area of Flow: 0.3071 ft^2 Eo (Gutter Flow to Total Flow): 0.8802 Gutter Depth at Curb: 2.1416 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 0.8444 cfs Bypass Flow: 0.0916 cfs Approach Velocity: 3.0478 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.9022 Curb and Gutter Analysis: CBMH 355 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 6.4920 ft Gutter Result Parameters Design Flow: 1.6820 cfs Gutter Depression: 1.0080 in Area of Flow: 0.5055 ft^2 Eo (Gutter Flow to Total Flow): 0.7465 Gutter Depth at Curb: 2.5661 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 0.0000 in Inlet Result Parameters Intercepted Flow: 1.3242 cfs Bypass Flow: 0.3578 cfs Approach Velocity: 3.3277 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.7873 Curb and Gutter Analysis: CB 353 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 7.6057 ft Gutter Result Parameters Design Flow: 1.6520 cfs Gutter Depression: 1.0080 in Area of Flow: 0.6625 ft^2 Eo (Gutter Flow to Total Flow): 0.6704 Gutter Depth at Curb: 2.8334 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 1.2402 cfs Bypass Flow: 0.4118 cfs Approach Velocity: 2.4937 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.7507 Curb and Gutter Analysis: CBMH 352 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 5.1156 ft Gutter Result Parameters Design Flow: 0.7590 cfs Gutter Depression: 1.0080 in Area of Flow: 0.3457 ft^2 Eo (Gutter Flow to Total Flow): 0.8504 Gutter Depth at Curb: 2.2357 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 0.6782 cfs Bypass Flow: 0.0808 cfs Approach Velocity: 2.1956 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.8935 Curb and Gutter Analysis: CB 351 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 9.7413 ft Gutter Result Parameters Design Flow: 2.8720 cfs Gutter Depression: 1.0080 in Area of Flow: 1.0329 ft^2 Eo (Gutter Flow to Total Flow): 0.5514 Gutter Depth at Curb: 3.3459 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 1.8533 cfs Bypass Flow: 1.0187 cfs Approach Velocity: 2.7804 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.6453 Curb and Gutter Analysis: CBMH 349 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 6.8921 ft Gutter Result Parameters Design Flow: 1.3430 cfs Gutter Depression: 1.0080 in Area of Flow: 0.5590 ft^2 Eo (Gutter Flow to Total Flow): 0.7181 Gutter Depth at Curb: 2.6621 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 1.0614 cfs Bypass Flow: 0.2816 cfs Approach Velocity: 2.4025 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.7903 Curb and Gutter Analysis: CBMH 347 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0625 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 4.9292 ft Gutter Result Parameters Design Flow: 0.7160 cfs Gutter Depression: 1.0200 in Area of Flow: 0.3280 ft^2 Eo (Gutter Flow to Total Flow): 0.8655 Gutter Depth at Curb: 2.2030 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 0.6477 cfs Bypass Flow: 0.0683 cfs Approach Velocity: 2.1831 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.9046 Curb and Gutter Analysis: CBMH 345 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 3.0738 ft Gutter Result Parameters Design Flow: 0.3570 cfs Gutter Depression: 1.0080 in Area of Flow: 0.1785 ft^2 Eo (Gutter Flow to Total Flow): 0.9815 Gutter Depth at Curb: 1.7457 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 0.3525 cfs Bypass Flow: 0.0045 cfs Approach Velocity: 2.0002 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.9875 Curb and Gutter Analysis: CB 344 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 9.3640 ft Gutter Result Parameters Design Flow: 2.6220 cfs Gutter Depression: 1.0080 in Area of Flow: 0.9608 ft^2 Eo (Gutter Flow to Total Flow): 0.5699 Gutter Depth at Curb: 3.2554 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 1.7368 cfs Bypass Flow: 0.8852 cfs Approach Velocity: 2.7288 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.6624 Curb and Gutter Analysis: 502A Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 8.0675 ft Gutter Result Parameters Design Flow: 1.8770 cfs Gutter Depression: 1.0080 in Area of Flow: 0.7348 ft^2 Eo (Gutter Flow to Total Flow): 0.6417 Gutter Depth at Curb: 2.9442 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 1.3630 cfs Bypass Flow: 0.5140 cfs Approach Velocity: 2.5543 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.7262 Curb and Gutter Analysis: CBMH 405 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 3.9294 ft Gutter Result Parameters Design Flow: 1.4020 cfs Gutter Depression: 1.0080 in Area of Flow: 0.2384 ft^2 Eo (Gutter Flow to Total Flow): 0.9363 Gutter Depth at Curb: 1.9511 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 1.3184 cfs Bypass Flow: 0.0836 cfs Approach Velocity: 5.8808 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.9404 Curb and Gutter Analysis: CB 377*** Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 7.2101 ft Gutter Result Parameters Design Flow: 2.0860 cfs Gutter Depression: 1.0080 in Area of Flow: 0.6039 ft^2 Eo (Gutter Flow to Total Flow): 0.6964 Gutter Depth at Curb: 2.7384 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 1.5488 cfs Bypass Flow: 0.5372 cfs Approach Velocity: 3.4545 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.7425 Curb and Gutter Analysis: CB 342 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0620 ft/ft Manning's n: 0.0150 Gutter Width: 2.0000 ft Gutter Result Parameters Width of Spread: 7.4400 ft Gutter Result Parameters Design Flow: 2.2290 cfs Gutter Depression: 1.0080 in Area of Flow: 0.6375 ft^2 Eo (Gutter Flow to Total Flow): 0.6811 Gutter Depth at Curb: 2.7936 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Equal-length Combo Grate Type: Curved vane Grate Width: 2.0000 ft Grate Length: 3.0000 ft Length of Inlet: 3.0000 ft Local Depression: 2.0000 in Inlet Result Parameters Intercepted Flow: 1.6242 cfs Bypass Flow: 0.6048 cfs Approach Velocity: 3.4962 ft/s Splash-over Velocity: 7.5684 ft/s Efficiency: 0.7287 Selected Profile: FHWA Profile (read-only) Culvert Assessment Profiles Culvert Assessment Profile Name: Standard (read-only) Maximum Excavation Depth: 20.00 ft Maximum Shallow Cover: 4.00 ft Maximum Small Pipe Size: 36.00 ft Minimum Manned Entry Size: 48.00 in Riprap Classes Riprap Class Name: CLASS I Riprap Class Order: 1 The following values are an 'average' of the size fraction range for the selected riprap class. D100: 304.80 mm D85: 228.60 mm D50: 165.10 mm D15: 114.30 mm Riprap Class Name: CLASS II Riprap Class Order: 2 The following values are an 'average' of the size fraction range for the selected riprap class. D100: 457.20 mm D85: 330.20 mm D50: 241.30 mm D15: 177.80 mm Riprap Class Name: CLASS III Riprap Class Order: 3 The following values are an 'average' of the size fraction range for the selected riprap class. D100: 609.60 mm D85: 431.80 mm D50: 317.50 mm D15: 228.60 mm Riprap Class Name: CLASS IV Riprap Class Order: 4 The following values are an 'average' of the size fraction range for the selected riprap class. D100: 762.00 mm D85: 533.40 mm D50: 393.70 mm D15: 266.70 mm Riprap Class Name: CLASS V Riprap Class Order: 5 The following values are an 'average' of the size fraction range for the selected riprap class. D100: 914.40 mm D85: 647.70 mm D50: 469.90 mm D15: 330.20 mm Riprap Class Name: CLASS VI Riprap Class Order: 6 The following values are an 'average' of the size fraction range for the selected riprap class. D100: 1066.80 mm D85: 762.00 mm D50: 546.10 mm D15: 381.00 mm Riprap Class Name: CLASS VII Riprap Class Order: 7 The following values are an 'average' of the size fraction range for the selected riprap class. D100: 1257.30 mm D85: 889.00 mm D50: 647.70 mm D15: 444.50 mm Riprap Class Name: CLASS VIII Riprap Class Order: 8 The following values are an 'average' of the size fraction range for the selected riprap class. D100: 1524.00 mm D85: 1079.50 mm D50: 800.10 mm D15: 558.80 mm Riprap Class Name: CLASS IX Riprap Class Order: 9 The following values are an 'average' of the size fraction range for the selected riprap class. D100: 1828.80 mm D85: 1295.40 mm D50: 965.20 mm D15: 660.40 mm Riprap Class Name: CLASS X Riprap Class Order: 10 The following values are an 'average' of the size fraction range for the selected riprap class. D100: 2133.60 mm D85: 1511.30 mm D50: 1130.30 mm D15: 787.40 mm VIERLING - MARLOW RIDGE CES DATE:8/4/2026 10-YR DATE: MAX SPREAD* GUTR WIDTH GUTR SLOPE SHLDR SLOPE UPSTREAM UPSTREAM BYPASS long rd slope incr. Q Q10-YR MAX DEPTH WEIR CAP.ORFC CAP.CB'S REQ CB'S DESIGNED FT FT FT/FT FT/FT STRUCTURES CFS ft/ft cfs CFS FT CFS CFS # # FOUNTAIN HILLS 4+34.57 B CURB NO R - 3067-VB 8.40 2.0 0.06 0.020 - 0.000 0.010 1.751 1.75 0.25 2.21 7.30 WEIR 0.8 501 FOUNTAIN HILLS 4+34.57 B CURB NO R - 3067-VB 8.40 2.0 0.06 0.020 - 0.000 0.010 2.354 2.35 0.25 2.21 7.30 WEIR 1.1 502, 502A FOUNTAIN HILLS 7+22.19 B CURB NO R - 3067-VB 8.40 2.0 0.06 0.020 403 0.000 0.010 1.080 1.08 0.25 2.21 7.30 WEIR 0.5 401 FOUNTAIN HILLS 7+22.19 B CURB NO R - 3067-VB 8.40 2.0 0.06 0.020 - 0.000 0.010 1.842 1.84 0.25 2.21 7.30 WEIR 0.8 402 FOUNTAIN HILLS 11+34.91 B CURB NO R - 3067-VB 8.40 2.0 0.06 0.020 328, 404A 0.483 0.015 0.977 1.46 0.25 2.21 7.30 WEIR 0.7 404 SURREY LANE NE 12+60.72 B CURB NO R - 3067-VB 9.75 2.0 0.06 0.020 352, 349, 347, 345 0.004 0.010 0.361 0.37 0.28 2.58 7.68 WEIR 0.1 343 *Maximum combined spread must be less than or equal to 1/2 the travel lane width plus the gutter & shoulder, per State Aid Standards. ** Spread at non-sag structure as calculated by Hydraulc Toolbox Perim. (ft) PF (Area) PF (Perim.) Curb Box?Calculations Orifice Flow Equation: Q=0.67*A*(2gh)^1/2 Casting #1 2.70 5.80 1.00 1.00 YES Weir Flow Equation: Q=3.0*L*h^1.5 Casting #2 3.10 5.70 1.00 1.00 NO NON SAG - 2.40 5.80 1.00 1.00 YES 1) Types of Grates A = Open Area (sqft) L = Perimeter Subject to Flow (ft) h = head (ft) 2) Grates with curb boxes on B Curb are used are assumed not to clog because of curb box. 3) B Curb without curb boxes, D Curb, and Median barrier are assumed to clog: a) 'Open Area' is 50% blocked in the orifice equation. b) 'Perimeter' is 33% blocked in the weir equation. NON SAG STRUCTURES 10-YR MAX SPREAD* GUTR WIDTH GUTR SLOPE SHLDR SLOPE UPSTREAM long rd slope incr. Q UPSTREAM BYPASS Q10-YR FT FT FT/FT FT/FT STRUCTURES ft/ft cfs CFS CFS FOUNTAIN HILLS 4+34.57 502A B CURB NO R - 3067V 8.067 2.0 0.06 0.020 - 0.010 1.877 0.000 1.877 FOUNTAIN HILLS 9+37.42 403 B CURB NO R - 3067V 1.360 2.0 0.06 0.020 - 0.020 0.118 0.000 0.118 FOUNTAIN HILLS 11+34.91 404A B CURB NO R - 3067V 5.709 2.0 0.06 0.020 328 0.080 2.606 0.015 2.621 FOUNTAIN HILLS 11+34.91 405 B CURB NO R - 3067V 3.929 2.0 0.06 0.020 377, 342, 329 0.080 1.237 0.165 1.402 FOUNTAIN HILLS 12+00.91 406 B CURB NO R - 3067V 4.723 2.0 0.06 0.020 - 0.020 0.936 0.000 0.936 0.000 PP COACHMAN 20+00.78*** 377*** B CURB NO R - 3067V 7.210 2.0 0.06 0.020 -0.020 2.086 0.000 2.086 COACHMAN 22+26.36 342 B CURB NO R - 3067V 7.440 2.0 0.06 0.020 377 0.020 1.692 0.537 2.229 0.000 SURREY LN NE 4+03.60 355 B CURB NO R - 3067V 6.492 2.0 0.06 0.020 - 0.020 1.682 0.000 1.682 SURREY LN NE 6+50.00 353 B CURB NO R - 3067V 7.606 2.0 0.06 0.020 - 0.010 1.652 0.000 1.652 SURREY LN NE 6+50.00 352 B CURB NO R - 3067V 5.116 2.0 0.06 0.020 - 0.010 0.759 0.000 0.759 SURREY LANE NE 9+64.19 351 B CURB NO R - 3067V 9.741 2.0 0.06 0.020 353 0.010 2.460 0.412 2.872 SURREY LN NE 12+60.72 344 B CURB NO R - 3067V 9.364 2.0 0.06 0.020 353, 351 0.010 1.603 1.019 2.622 SURREY LANE NE 9+64.19 349 B CURB NO R - 3067V 6.892 2.0 0.06 0.020 352 0.010 1.262 0.081 1.343 SURREY LN NE 10+91.04 347 B CURB NO R - 3067V 4.929 2.0 0.06 0.020 352, 349 0.010 0.434 0.282 0.716 SURREY LN NE 11+76.11 345 B CURB NO R - 3067V 3.074 2.0 0.06 0.020 352, 349, 347 0.010 0.289 0.068 0.357 SURREY LN NE 14+49.3 329 B CURB NO R - 3067V 4.488 2.0 0.06 0.020 377, 342 0.080 1.116 0.605 1.721 SURREY LN NE 14+49.3 328 B CURB NO R - 3067V 3.016 2.0 0.06 0.020 - 0.080 0.987 0.000 0.987 *Maximum combined spread must be less than or equal to 1/2 the travel lane width per State Aid Standards. ** Spread at non-sag structure as calculated by Hydraulc Toolbox *** Future phase CB DESIGNED BY: CHECKED BY: LOCATION CURB TYPE CLOG? GRATE Casting R - 3067-VB R-3501-TB R - 3067V CONTROL Area (sf) STRUCTURELOCATION CURB TYPE CLOG? GRATE BWSR NOD Form – November 12, 2019 1 Minnesota Wetland Conservation Act Notice of Decision Local Government Unit: City of Prior Lake County: Scott Applicant Name: Kubes Realty (Randy Kubes) Applicant Representative: Kjolhaug Environmental Services (Marty Anderson) Project Name: 14091 Eagle Creek Avenue LGU Project No. (if any): 23967 Date Complete Application Received by LGU: November 21, 2023 Date of LGU Decision: January 19, 2024 Date this Notice was Sent: January 22, 2024 WCA Decision Type - check all that apply ☒ Wetland Boundary/Type ☐ Sequencing ☐ Replacement Plan ☐ Bank Plan (not credit purchase) ☐ No-Loss (8420.0415) ☐ Exemption (8420.0420) Part: ☐ A ☐ B ☐ C ☐ D ☐ E ☐ F ☐ G ☐ H Subpart: ☐ 2 ☐ 3 ☐ 4 ☐ 5 ☐ 6 ☐ 7 ☐ 8 ☐ 9 Replacement Plan Impacts (replacement plan decisions only) Total WCA Wetland Impact Area: Wetland Replacement Type: ☐ Project Specific Credits: ☐ Bank Credits: Bank Account Number(s): Technical Evaluation Panel Findings and Recommendations (attach if any) ☒ Approve ☐ Approve w/Conditions ☐ Deny ☐ No TEP Recommendation LGU Decision ☒ Approved with Conditions (specify below)1 ☒ Approved1 ☐ Denied List Conditions: Provide GIS Shapefile of approved boundaries Decision-Maker for this Application: ☒ Staff ☐ Governing Board/Council ☐ Other: Decision is valid for: ☒ 5 years (default) ☐ Other (specify): 1 Wetland Replacement Plan approval is not valid until BWSR confirms the withdrawal of any required wetland bank credits. For project- specific replacement a financial assurance per MN Rule 8420.0522, Subp. 9 and evidence that all required forms have been recorded on the title of the property on which the replacement wetland is located must be provided to the LGU for the approval to be valid. LGU Findings – Attach document(s) and/or insert narrative providing the basis for the LGU decision1. ☒ Attachment(s) (specify): Project Location ☒ Summary: Kjolhaug Environmental Services performed a wetland delineation on behalf of Kubes Realty at 14091 Eagle Creek Avenue. The delineation identified 5 wetlands. The TEP field-reviewed the delineation on November 1, 2023 and provided comments on the boundaries. The applicant updated the delineation in response to the comments. The TEP agreed with the updated boundary information. 1 Findings must consider any TEP recommendations. Attached Project Documents BWSR NOD Form – November 12, 2019 2 ☒ Site Location Map ☒ Project Plan(s)/Descriptions/Reports (specify): Approved Boundary Figure Appeals of LGU Decisions If you wish to appeal this decision, you must provide a written request within 30 calendar days of the date you received the notice. All appeals must be submitted to the Board of Water and Soil Resources Executive Director along with a check payable to BWSR for $500 unless the LGU has adopted a local appeal process as identified below. The check must be sent by mail and the written request to appeal can be submitted by mail or e-mail. The appeal should include a copy of this notice, name and contact information of appellant(s) and their representatives (if applicable), a statement clarifying the intent to appeal and supporting information as to why the decision is in error. Send to: Appeals & Regulatory Compliance Coordinator Minnesota Board of Water & Soils Resources 520 Lafayette Road North St. Paul, MN 55155 travis.germundson@state.mn.us Does the LGU have a local appeal process applicable to this decision? ☒ Yes1 ☐ No 1If yes, all appeals must first be considered via the local appeals process. Local Appeals Submittal Requirements (LGU must describe how to appeal, submittal requirements, fees, etc. as applicable) Send a petition to: City of Prior Lake, 4646 Dakota Street SE, Prior Lake, MN 55372 Notice Distribution (include name) Required on all notices: ☒ SWCD TEP Member: Troy Kuphal, Joe Hale ☒ BWSR TEP Member: Alyssa Core ☒ LGU TEP Member (if different than LGU contact): Alison Harwood, WSB ☒ DNR Representative: Mark Nemeth ☒ Watershed District or Watershed Mgmt. Org.: PLSLWD (Joni Giese) ☒ Applicant: Randy Kubes ☒ Agent/Consultant: KES (Marty Anderson) Optional or As Applicable: ☐ Corps of Engineers: ☐ BWSR Wetland Mitigation Coordinator (required for bank plan applications only): ☐ Members of the Public (notice only): ☒ Other: Laura Rescrola, Nick Monserud Signature: Date: 1/19/2024 This notice and accompanying application materials may be sent electronically or by mail. The LGU may opt to send a summary of the application to members of the public upon request per 8420.0255, Subp. 3. © OpenStreetMap (and) contributors, CC-BY-SA Figure 1 - Site Location 14091 Eagle Creek Ave NE (KES 2023-149)Prior Lake, Minnesota Note: Boundaries indicatedon this figure are approximate and do not constitute an official survey product. ¯0 1,000 Feet Legend Site Boundary Scott Parcels 2023 Source: MNGEO Spatial Commons, USFWS XY XY XY XY XY !. !. !.!. !. !. !.!. !. !.!. 896 8 9 8 894 900 902 892 904 8 9 0 888 88 6 906 88 4 88 2 880 87 8 876 908 910 912 874 872 8 7 0 8 6 8 866 86 4 914 86 2 916 860 8 5 8 918 920 92 2 92 4 9 2 6 92 8 930 9 3 2 9 3 4 9 3 6 8 5 6854 9 3 8940 9 4 2 85 2 8 5 0 8 4 8 9 4 4 9 4 6 9 4 8 9 5 0 952 9 5 4 9 5 6 84 6844 842840838836834832 958 8 3 0 9 6 0 828 962 9 6 4 966 8 7 4 8 4 2 906 882 870 9 2 6 908 908 9 3 0 8 8 6 932 856 850 870 910 9 3 0 9 3 4 872 8 5 4852 958 960 8 4 8 882 878 886 9 1 2 908 8 4 6 850 864 876 844 880 9 3 4 8 8 8 898 8 8 4 8 8 2 8 5 0 924 9 3 0 902 9 2 0 880 9 6 2 8 6 2 880 920 850 884 906 960 936 848 932 950 882 914 9 4 4 922 848 904 884 8 8 6 9 4 0 930 872 8 7 4 916 9 4 2 8 4 6 882 896 908 9 2 8 886 8 5 6 9 6 0 934 842 9 3 2 9 0 4 840 860 8 6 8 9 1 8 8 6 2 852 9 0 4 866 884 860 886 926 938 876 930 962 958 898 888 8 4 2 898 9 4 6 884 838 846 880 878 936 884 884 8 7 2 89 4 948 89 2 8 7 4 922 882 880 928 910 864 9 0 6 852 840 Figure 2 - Existing Conditions (2021 FSA Photo) 14091 Eagle Creek Ave NE (KES 2023-149)Prior Lake, Minnesota Note: Boundaries indicatedon this figure are approximate and do not constitute an official survey product. ¯0 350 Feet Legend Wetland Boundary !.Sample Points Site Boundary Ephemeral flow paths XY Culvert contour_2f_3m Source: MNGEO Spatial C ommons SP-A SP-B SP-C SP-D SP1-1 SP2-1 SP3-1 SP4-1 Wetland 4 Wetland 1 Wetland 2 Wetland 3 Wetland 5 Wetland Circ 39 Acreage1Type 2 1.892Type 2/3 0.253Type 1 0.014Type 4/1 13.395Type 1 0.24 F1 Geotechnical Evaluation Report Prior Lake Vierling 14091 Eagle Creek Ave. NE and 14310 Pike Lake Trail NE Prior Lake, Minnesota Prepared for PulteGroup, Inc. Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the State of Minnesota. Daniel J. Leffler, PE Project Engineer License Number: 58736 April 17, 2025 Project B2410926 Braun Intertec Corporation AA/EOE Braun Intertec CorporationCorporation 11001 Hampshire Avenue S11001 Hampshire Avenue S Minneapolis, MN 55438 Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com April 17, 2025 Project B2410926 Ms. Haley Daily PulteGroup, Inc. PO Box 3660 Portland, OR 97208 Re:Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE and 14310 Pike Lake Trail NE Prior Lake, Minnesota Dear Ms. Daily: We are pleased to present this Geotechnical Evaluation Report for the proposed residential development in Prior Lake, Minnesota. Please read the entire report for the results of our soil borings and our recommendations. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Dan Leffler at 612.501.4546 (dleffler@braunintertec.com)or Joe Westphal at 952.995.2238 (jwestphal@braunintertec.com). Sincerely, BRAUN INTERTEC CORPORATION Daniel J. Leffler, PE Project Engineer Joseph L. Westphal, PE Director, Senior Engineer c:Dean Lotter, PulteGroup, Inc. Chad Onsgard, PulteGroup, Inc. Mark Rausch, PE; Alliant Engineering, Inc. Table of Contents Description Page A. Introduction ...................................................................................................................................... 1 A.1. Project Description .............................................................................................................. 1 A.1.a. Structural Loads ...................................................................................................... 2 A.1.b. Pavement and Traffic Loads ................................................................................... 2 A.2. Site Conditions and History ................................................................................................. 2 A.3. Purpose ................................................................................................................................ 3 A.4. Background Information and Reference Documents .......................................................... 4 A.5. Scope of Services ................................................................................................................. 4 B. Results .............................................................................................................................................. 5 B.1. Geologic Overview .............................................................................................................. 5 B.2. Boring Results ...................................................................................................................... 5 B.3. Groundwater ....................................................................................................................... 6 B.4. Laboratory Test Results ....................................................................................................... 7 C. Recommendations ........................................................................................................................... 7 C.1. Design and Construction Discussion ................................................................................... 7 C.1.a. Building Subgrade Preparation .............................................................................. 8 C.1.b. Reuse of On-Site Soils ............................................................................................. 8 C.1.c. Groundwater .......................................................................................................... 8 C.1.d. Additional Explorations .......................................................................................... 8 C.1.e. Construction Disturbance ....................................................................................... 9 C.2. Site Grading and Subgrade Preparation .............................................................................. 9 C.2.a. Building Subgrade Excavations ............................................................................... 9 C.2.b. Excavation Oversizing ........................................................................................... 10 C.2.c. Excavated Slopes .................................................................................................. 11 C.2.d. Filling on Slopes .................................................................................................... 11 C.2.e. Excavation Dewatering ......................................................................................... 11 C.2.f. Selecting Excavating Backfill and Additional Required Fill ................................... 11 C.2.g. Pavement Subgrade Preparation ......................................................................... 12 C.2.h. Pavement Subgrade Proofroll .............................................................................. 12 C.2.i. Engineered Fill Materials and Compaction .......................................................... 12 C.3. Spread Footings ................................................................................................................. 14 C.3.a. Embedment Depth ............................................................................................... 14 C.3.b. Subgrade Improvement ....................................................................................... 14 C.3.c. Net Allowable Bearing Pressure ........................................................................... 15 C.3.d. Settlement ............................................................................................................ 15 C.4. Basement Walls ................................................................................................................. 15 C.4.a. Drainage Control .................................................................................................. 15 C.4.b. Configuring and Resisting Lateral Loads ............................................................... 16 C.5. Interior Slabs ..................................................................................................................... 17 C.5.a. Moisture Vapor Protection .................................................................................. 17 C.5.b. Radon ................................................................................................................... 17 C.6. Frost Protection ................................................................................................................. 18 C.6.a. General ................................................................................................................. 18 C.6.b. Frost Heave Mitigation ......................................................................................... 18 C.7. Pavements and Exterior Slabs ........................................................................................... 20 Table of Contents (continued) Description Page C.7.a. Design Sections .................................................................................................... 20 C.7.b. Bituminous Pavement Materials .......................................................................... 20 C.7.c. Subgrade Drainage ............................................................................................... 20 C.7.d. Performance and Maintenance ........................................................................... 20 C.8. Utilities .............................................................................................................................. 21 C.8.a. Subgrade Stabilization .......................................................................................... 21 C.8.b. Corrosion Potential .............................................................................................. 21 C.9. Stormwater........................................................................................................................ 21 D. Procedures ...................................................................................................................................... 22 D.1. Penetration Test Borings ................................................................................................... 22 D.2. Exploration Logs ................................................................................................................ 22 D.2.a. Log of Boring Sheets ............................................................................................. 22 D.2.b. Geologic Origins ................................................................................................... 22 D.3. Material Classification and Testing ................................................................................... 23 D.3.a. Visual and Manual Classification .......................................................................... 23 D.3.b. Laboratory Testing ............................................................................................... 23 D.4. Groundwater Measurements ............................................................................................ 23 E. Qualifications .................................................................................................................................. 23 E.1. Variations in Subsurface Conditions .................................................................................. 23 E.1.a. Material Strata ..................................................................................................... 23 E.1.b. Groundwater Levels ............................................................................................. 24 E.2. Continuity of Professional Responsibility .......................................................................... 24 E.2.a. Plan Review .......................................................................................................... 24 E.2.b. Construction Observations and Testing ............................................................... 24 E.3. Use of Report ..................................................................................................................... 24 E.4. Standard of Care ................................................................................................................ 24 Appendix Soil Boring Location Sketch Log of Boring Sheets ST-1 through ST-15 Descriptive Terminology of Soil A.Introduction A.1.Project Description This Geotechnical Evaluation Report addresses the design and construction of the proposed single-family and townhome residential development in Prior Lake, Minnesota. The Initial Concept Sketch Plan provided to us shows plans to construction approximately 89 single-family house pads, along with 37 twin home pads (74 units), and 14 townhome pads (68 units). The development also includes the construction of associated streets, underground utilities, and stormwater management ponds. The preliminary house types, as well as garage and basement elevations, were not available at the time of this report, but foundations are assumed to be a mix of walkout, lookout and slab on-grade. Figure 1 below shows an illustration of the proposed site layout. Figure 1. Initial Site Layout Figure provided by Alliant Engineering, Inc.dated January 7, 2025. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 2 A.1.a. Structural Loads We have assumed that the construction will likely consist of one to two-story wood framed homes or townhomes, with full depth basements, supported on poured concrete foundations. Some of the homes or townhomes may also be constructed as slab-on-grade buildings, that is, without basements. We have assumed that bearing wall loads associated with the proposed residential construction will range from 3 to 4 kips (3,000 to 4,000 pounds) per linear foot (klf) and column loads, if any will be no greater than 50 kips per column. A.1.b. Pavement and Traffic Loads We have assumed that bituminous pavements, typical of residential neighborhoods, will be subject to normal traffic conditions over an assumed design life of 20 years. A.2. Site Conditions and History Currently, the site consists of two parcels totaling approximately 167 acres in size. Based on available present and historical aerial photographs, the parcels appear to be used primarily for agricultural purposes. There is an existing farmstead located near the west central portion of the site and a homestead located in the wooded area on the far eastern part of the site. The terrain at the site is generally rolling with a few lowland and wetland areas along with some isolated wooded areas at the northeast corner. Current grades range from about 857 feet Mean Sea Level (MSL) to 954 feet MSL. Photograph 1 shows a recent aerial photograph of the site. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 3 Photograph 1. Aerial Photograph of the Site in 2024 Photograph provided by Google Earth. A.3.Purpose The purpose of this geotechnical evaluation is to assist you and your design team in evaluating the subsurface soil and groundwater conditions with respect to design and construction of the proposed residential development. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 4 A.4. Background Information and Reference Documents We reviewed the following information:  Concept Sketch Plan prepared by Alliant Engineering, Inc., dated January 7, 2025  Scott County GIS website with aerial maps.  Available public aerial photographs showing the existing site conditions. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.5. Scope of Services We performed our scope of services for the project in accordance with our Proposal QTB206650 to PulteGroup, Inc., and dated November 21, 2024. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services.  Reviewing the background information and reference documents previously cited.  Staking and clearing the exploration location of underground utilities. Representative of PulteGroup, Inc. selected, and we staked the soil boring locations. We acquired the surface elevations and locations of the borings with GPS technology using the State of Minnesota’s permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings.  Performing 17 standard penetration test (SPT) borings to nominal depths of 15 to 25 feet below grade across the site. However, due to access constraints, we were not able to drill two borings. The final borings are numbered ST-1 to ST-15.  Performing laboratory testing on select samples to aid in soil classification and engineering analysis.  Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and the design of foundations, floor slabs, exterior slabs, utilities, stormwater improvements and pavements. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 5 A concurrent Phase I ESA is being performed, and submit under separate cover. Our scope of services did not include environmental screening or testing during our geotechnical field services, nor is the personnel performing this evaluation are trained to provide environmental services or testing. B. Results B.1. Geologic Overview Upon review of native site soils, loam glacial till soils consisting of clays and silty sands with varying amounts of silt contents should be expected on this site. The soils are pebbly, unsorted, with cobbles and boulders associated with the Des Moines lobe. Depth to bedrock onsite ranges from about 350 to 550 feet below existing surface grades. Bedrock types on this site consists of the Jordan Sandstone, St. Lawrence Formation sandstone and siltstone and the Franconia Formation sandstone, siltstone and shale, with subordinate beds of sandy dolostone. We based the geologic origins used in this report on the soil types, in-situ and laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. B.2. Boring Results Table 1 provides a summary of the soil boring results in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheet in the Appendix includes definitions of abbreviations used in Table 1. Table 1. Subsurface Profile Summary* Strata Soil Type - ASTM Classification Range of Penetration Resistances Commentary and Details Topsoil/ Topsoil fill CL, SC, OL ---  Predominantly lean clay with lesser amounts of clayey sand.  Thicknesses at boring locations varied from 1/4 to 4 feet.  Dark brown to brown in color.  Moisture condition generally dry to moist. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 6 Strata Soil Type - ASTM Classification Range of Penetration Resistances Commentary and Details Fill CL 10 Blow per foot (BPF)  Only encountered in Boring ST-4 to a depth of about 7 feet below existing surface grades.  Slightly organic to organic  Dark brown to black in color.  Moisture condition generally moist. Alluvial CL, SC, SM, ML 6 to 12 BPF  Predominantly lean clay with lesser amounts of clayey sand, silty sand and silt.  Only encountered in Borings ST-4, ST-8, and ST-11.  Variable amounts of gravel.  Brown and gray in color.  Moisture condition generally moist. Wet soils in Boring ST-8. Glacial deposits CL, SC, CL-ML, ML, SM, SP-SM, SP 5 to 33 BPF  Predominantly sandy lean clay with lesser amounts of clayey sand, silty clay, silt, silty sand, poorly graded sand with silt, and poorly graded sand.  Intermixed layers of glacial outwash and till.  Variable amounts of gravel; may contain cobbles and boulders.  Brown and gray in color.  Moisture condition generally moist with lesser amounts of dry soils. *Abbreviations defined in the attached Descriptive Terminology sheets. For simplicity in this report, we define existing fill to mean existing, uncontrolled or undocumented fill. B.3. Groundwater At the time of our observation, groundwater was only encountered in Boring ST-4 at a depth of about 5 feet, or an elevation of about 868 feet Mean Sea Level (MSL). It is our opinion that the water encountered within our boring appears to be perched within the sand layer at depth. Groundwater may take days or longer to reach equilibrium in the boreholes and we immediately backfilled the boreholes, in accordance with our scope of work. If the project team identifies a need for more accurate determination of groundwater depth, we can install piezometers. Project planning should anticipate seasonal and annual fluctuations or groundwater. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 7 B.4. Laboratory Test Results We have completed laboratory tests on selected soil samples to assist in soil classification as well as to determine the suitability of the soil to be used as compacted fill, according to current American Society for Testing and Materials (ASTM) procedures. The Log of Boring sheets show the results of moisture content tests (ASTM D2216), percent passing the #200 sieve tests (ASTM C117), Organic Content Test (ASTM D2974), and Atterberg limit tests (ASTM D4318) we performed, next to the tested sample depth. The moisture tests that were performed on selected granular samples, ranged from 3 to 17 percent, indicating the sandy soils were generally well below to slightly above their probable optimum moisture content. The moisture contents performed on the selected on non-organic clayey and silty samples ranged from 10 to 29 percent, indicating the clay and silt soils were generally below to well above their probable optimum moisture content. The mechanical analysis test on two selected granular and two selected fine-grained soil samples indicated that the granular soil samples contained 14 and 22 percent silt and clay, by weight, passing the #200 sieve. This test results correlates to a soil type of silty sand. The two selected fine-grained soil samples indicated that the fine-grained soil samples contained 57 to 65 percent silt and clay, by weight, passing the #200 sieve. This test results correlates to a soil type of sandy silty clay. We performed two organic content tests on selected soil samples from Boring ST-4. The tests indicated that the selected samples contained 2 to 5 percent organic material, indicating that the soils sampled in Boring ST-4 were non-organic to slightly organic. One soil sample from Boring ST-8 was also tested, with a result of 3 percent organic material. This indicates the soil sample was slightly organic. Two soil samples were selected for an Atterberg Limit test. One sample was selected from ST-9 and one sample was selected from ST-10. The test results for the referenced two samples had liquid limits of 25 and 23 with plasticity indexes of 6 and 5, respectively. Both soil samples were classified as sandy silty clay. C. Recommendations C.1. Design and Construction Discussion The site generally appears suitable for the proposed residential development following typical mass grading construction. Based on the site topography, we estimate proposed cut and structural fills in this development could exceed 15 feet, which could require construction delays. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 8 C.1.a. Building Subgrade Preparation Based on the results of our subsurface exploration and evaluation, spread footing foundations bearing on engineered fill and/or native soils can support the proposed houses and townhouses after performing typical subgrade preparation. Typical subgrade preparation includes removing existing vegetation, topsoil or organic soils, existing fill, soft clays, and any other unsuitable soils, along with proper compaction of the required fill soils to establish proposed site grades. Although preliminary grading plans were not available, we anticipate cuts and fill within the development could extend upwards of 15 feet from existing grades. Any soil correction work could add or subtract to the cut and fill depths. C.1.b. Reuse of On-Site Soils The on-site soils, free of organic materials and debris, appear suitable for reuse as engineered fill. Some of the on-site soils may require moisture conditioning (wetting and drying) prior to reuse and compaction. Any materials to be used as engineered fill should be tested and approved by the geotechnical engineer prior to placement. Some silt and sandy silty clay soils were encountered by several borings. These soils should not be used as structural fill within the house or townhouse pads and oversize areas as these soils are highly moisture sensitive as well as highly sensitive to construction traffic. We do not recommend reusing the silty soils as structural fill within footprint and oversize areas or in pavement areas, if possible. C.1.c. Groundwater Groundwater was encountered in one boring during our exploration of this site. The water encountered is likely in a perched condition as the soil profile is conducive to perched water conditions within layers of granular soils overlying potential impervious soils. The contractor should immediately remove any collected water within the excavations to facilitate construction and proper backfilling. C.1.d. Additional Explorations Based on the size of the site, we recommend additional exploration be performed, such as test pits prior to grading. Specifically, near ST-8 and at other low-points around the site. Most estimated correction depths in the following Table 2 are less than 2 feet, but test pit could identify areas with additional corrections. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 9 C.1.e. Construction Disturbance We caution that the clayey and silty nature of some of the site soils makes them susceptible to disturbance from construction. Care should be taken not to disturb these soils during construction as once stable subgrade can be destabilized and require additional moisture conditioning and compacting. C.2. Site Grading and Subgrade Preparation C.2.a. Building Subgrade Excavations We recommend removing unsuitable materials from beneath house pads and oversize areas. We define unsuitable materials as existing fill, frozen materials, topsoil, organic soils, existing structures, existing utilities, vegetation, and soft/loose soils. Also, in agricultural fields, there are likely buried drain tiles which will also need to be removed. Table 2 shows the anticipated excavation depths and bottom elevations for each of the borings, although some of the soil boring locations appear to have been completed in areas currently designated as stormwater or retention ponds. Table 2. Building Excavation Depths Location Measured Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) ST-1 886.0 1/2 885 1/2 ST-2 857.6 1 856 1/2 ST-3 874.9 2 873 ST-4 878.4 7 871 1/2 ST-5 926.1 1 1/2 924 1/2 ST-6 915.1 2 913 ST-7 927.3 1 926 ST-8 873.1 14+* 859-* ST-9 926.4 1 1/2 925 ST-10 954.7 1/2 954 ST-11 908.4 1 1/2 907 ST-12 922.1 1 921 ST-13 920.6 2 918 1/2 ST-14 886.6 1 885 1/2 ST-15 904.3 1/2 903 1/2 *The boring terminated in silty that contained a trace of shells. Recommended excavation depth is below the termination depth of the boring. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 10 Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. The contractor should use equipment and techniques to minimize soil disturbance. If soils become disturbed or are wet, we recommend excavation and replacement. C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 2 for an illustration of excavation oversizing. Figure 2. Generalized Illustration of Oversizing 1. Engineered fill as defined in C.2 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.2 4. Excavation Backslope to OSHA requirements PulteGroup, Inc. Project B2410926 April 17, 2025 Page 11 C.2.c. Excavated Slopes Based on the borings, we anticipate most the on-site soils in excavations will consist of clayey soils These soils are typically considered Type B Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type B soils should have a gradient no steeper than 1H:1V. Some excavations may extend through sandy, granular soils. These soils are typically considered Type C Soil under OSHA guideline OSHA guidelines indicate unsupported excavations in Type C soils should have a gradient no steeper than 1.5H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. 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. C.2.d. Filling on Slopes Where existing or excavated grades are steeper than 4H:1V, we recommend placing fill from low to high elevations on horizontal benches cut into the native soils so that successive lifts are spread and compacted on level surfaces, and a potential failure surface is not created along the fill’s lower boundary. Depending on fill requirements, the contractor can construct benches by cutting into existing grades while placing fill (the composition of the exposed soils and fill is in compliance with fill specifications), or by cutting the benches in advance of filling (to prevent mixing with soils not in compliance with fill specifications). The height of a given bench may vary but the width should consistently be great enough to accommodate large, self-propelled compaction equipment. C.2.e. Excavation Dewatering We recommend removing groundwater from the excavations. Project planning should include temporary sumps and pumps for excavations in low-permeability soils, such as clays. C.2.f. Selecting Excavating Backfill and Additional Required Fill On-site soils free of organic soil and debris can be considered for reuse as backfill and fill. However, the topsoil should not be re-used as engineered fill under house pads or below streets. A few borings encountered silt and sandy silty clay soils. For ease of construction, if possible, the silt and sandy silty clay soils should not be used as engineered fill below house pads, streets, and their respective oversize areas. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 12 C.2.g. Pavement Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation. Note that project planning may need to require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of topsoil, organic soils, vegetation, existing structures, existing fill, and pavements down to native soils and place structural fill to reattain pavement subgrade. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 4. Scarify, moisture condition and surface compact the subgrade with at least three passes of a large roller with a minimum drum diameter of 3 1/2 feet. 5. Place pavement engineered fill to grade and compact in accordance with Section C.2.i to bottom of pavement and exterior slab section. 6. Proofroll the pavement or exterior slab subgrade as described in Section C.2.h. C.2.h. Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and re-compaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.2.i. Engineered Fill Materials and Compaction Table 3 below contains our recommendations for engineered fill materials. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 13 Table 3. Engineered Fill Materials* Locations To Be Used Engineered Fill Classification Possible Soil Type Descriptions Gradation Additional Requirements  Below foundations  Below interior slabs Structural fill** SP, SP-SM, SM, SC, CL 100% passing 2-inch sieve < 2% Organic Content (OC) Plasticity Index (PI) < 20%  Drainage layer  Non-frost-susceptible  Free-draining  Non-frost- susceptible fill GP, GW, SP, SW 100% passing 1-inch sieve < 50% passing #40 sieve < 5% passing #200 sieve < 2% OC Pavements Pavement fill** SP, SP-SM, SM. SC, CL 100% passing 3-inch sieve < 2% OC PI < 20% Below landscaped surfaces, where subsidence is not a concern Non-structural fill CL, SC, SM, CL-ML, ML, SP-SM, SP 100% passing 6-inch sieve < 10% OC * More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. **We do not recommend reuse of Silt (ML) and Sandy Silty Clay (CL-ML) for fill of building pads or pavement subgrade. Native ML and CL-ML may remain in place if left undisturbed. If there is a need for some deeper soil correction work or if there is a need for large grade raises that will require more than 10 feet of compacted fill, we recommend placing clean sand (less than 12 percent passing the number 200 sieve) as structural fill. If only clay fill is used to fill those house pads where more than 10 feet of fill is needed, a construction delay ranging from 3 to 12 months may be needed, depending on the final depths of clay fill used. As an alternative, on lots where deep fill are needed, clean sand fill could be used to initially fill the excavations below these house pads. The clean sand fill should be placed in thin compacted lifts to an elevation of 10 feet of less from finished basement floor grades. On-site clay fill can then be used to complete construction of the building pads. If the alternative method of filling the house pads partially with sand is used, a construction delay would not be needed. Based on the soil borings on this site, it is likely that clean sands will need to be imported. Clay can be difficult to attain compaction within narrow or confined trenches. We recommend backfill services beneath house pads and oversize areas with clean sands or gravel. We recommend spreading engineered fill in loose lifts of approximately 8 inches thick. We recommend compacting each lift of fill with a full-size vibratory compactor or sheepsfoot compactor, in accordance with the criteria presented below in Table 4. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 14 Table 4. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D698 – Standard Proctor) Moisture Content Variance from Optimum, percentage points < 12% Passing #200 Sieve (typically SP, SP-SM) > 12% Passing #200 Sieve (typically CL, SC, SM) Below building pads, less than 10 feet of fill 95 * -1 to +3 Below building pads, greater than 10 feet of fill 98 * -1 to +2 Within 3 feet of pavement subgrade 100 * -2 to +1 More than 3 feet below pavement subgrade 95 * -1 to +3 Below landscaped surfaces 90 * -1 to +5 *The minimum moisture content should be no less than 5 percent and no more than 3 percentage points over optimum. The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.3. Spread Footings C.3.a. Embedment Depth For frost protection, we recommend embedding perimeter footings of the proposed houses, including attached garages, a minimum of 42 inches below the lowest exterior grade. Interior footings may be placed directly below floor slabs unless they will be subjecting to freezing. We recommend embedding building footings not heated during winter construction, and other unheated footings associated with decks, porches, stoops or sidewalks 60 inches below the lowest exterior grade. C.3.b. Subgrade Improvement If a small amount of groundwater is present within the footing excavation, or if the footing subgrade soils become disturbed prior to placing forms or reinforcement, we recommend subcutting any soft or wet soil and placing a 6- to 8-inch layer of clear rock, which should be compacted into the subgrade. The clear rock will provide a stable working surface and will allow for the flow of water to a drain tile or sump pump. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 15 C.3.c. Net Allowable Bearing Pressure We recommend sizing spread footings to exert a net allowable bearing pressure of up to 2,000 pounds per square foot (psf). This value includes a safety factor of at least 3.0 with regard to bearing capacity failure. C.3.d. Settlement We estimate that total and differential settlements among the footings will amount to less than 1 and 1/2 inch, respectively, under the assumed loads. If there are areas where more than 10 feet of clayey fill is paced, higher settlements could occur, unless the deeper fill areas are only filled with poorly graded sand (SP) or poorly graded sand with silt (SP-SM) fill. These soils were of limited presence in the soil borings taken on this site. If needed, clean sand fill will likely need to be imported to the site. If deep fill areas are completed using clay soil, a construction delay may also be needed to allow the fill soils to consolidate under its own weight. Construction delays could range from 3 to 12 months, depending on the type of fill used, the compaction level obtained in the fill and the thickness of the fill. The construction delays should be evaluated after grading is completed by using settlement plates to monitor the consolidation of the fill. C.4. Basement Walls The following sections address soil parameters for basement wall design. However, the following recommendations can also be used for preliminary retaining wall design. Additional soil analysis, including additional soil borings, may be needed for final retaining wall design. C.4.a. Drainage Control We recommend installing drain tile to remove water behind the below-grade walls, at the location shown in Figure 3. The below-grade wall drainage system should also incorporate free-draining, engineered fill or a drainage board placed against the wall and connected to the drain tile. Even with the use of free-draining, engineered fill, we recommend general waterproofing of below-grade walls that surround occupied or potentially occupied areas because of the potential cost impacts related to seepage after construction is complete. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 16 Figure 3. Generalized Illustration of Wall Engineered Fill The materials listed in the sketch should consist of material that can direct water away from the wall, like clay, topsoil, or pavement. The project documents should indicate if the contractor should brace the walls prior to filling and the allowable unbalanced fill heights. C.4.b. Configuring and Resisting Lateral Loads Below-grade wall design can use active earth pressure conditions, if the walls can rotate slightly. If the wall design cannot tolerate rotation, then design should use at-rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required for walls supporting sand. Rotation up to 0.02 times the wall height is required when wall supports clay. Table 5 presents our recommended equivalent fluid pressures for wall design of active, at-rest and passive earth pressure conditions. The table also provides recommended wet unit weights and internal friction angles. Designs should also consider the slope of any engineered fill soil, and dead or live loads placed behind the walls within a horizontal distance that is equal to the height of the walls. Our recommended values assume the wall design provides drainage so water cannot accumulate behind the 1. 2-foot-wide area of Free- Draining Engineered Fill or Drainage Board 2. Retained Engineered Fill 3. 1 foot of Low-Permeability Soil or Pavement PulteGroup, Inc. Project B2410926 April 17, 2025 Page 17 walls. The construction documents should clearly identify what soils the contractor should use for engineered fill of walls. Table 5. Recommended Below-Grade Wall Design Parameters – Drained Conditions Retained Soil Wet Unit Weight (pcf) Friction Angle (degrees) Active Equivalent Fluid Pressure (pcf) At-Rest Equivalent Fluid Pressure (pcf) Passive Equivalent Fluid Pressure* (pcf) Sand (SP, SP-SM) 120 33 35 55 N/A Silty Sand (SM) 125 30 42 63 375 Clayey Soil (SC, CL) 125 28 50 70 345 Silty Soils (ML, CL-ML) 115 26 45 65 295 * Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall footings and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Sliding resistance between the bottom of the footing and the soil can also resist lateral pressures. We recommend assuming a sliding coefficient equal to 0.3 between the concrete and the clayey soils. The values presented in this section are un-factored. C.5. Interior Slabs C.5.a. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. C.5.b. Radon We recommend installing a radon mitigation system in accordance with local building code. Our certified and licensed radon mitigation professionals can assist in this design, at your request. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 18 C.6. Frost Protection C.6.a. General The soils on this site were generally a mixture of silty sand, clayey sand, and sandy lean clay with lesser amounts of clean sands and silty soils We consider the clayey and silty soils to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas close to exterior slabs, pavements, and isolated footings and piers, contribute as well. C.6.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large, paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave, which may not fully settle after thawing. Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost-susceptible soils present below the exterior slab areas down to a minimum depth of 4 feet below subgrade elevations. We recommend filling the resulting excavation with non-frost-susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 19 The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost-susceptible and non-frost-susceptible soils. Figure 4 shows an illustration summarizing some of the recommendations. Figure 4. Frost Protection Geometry Illustration Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost-depth footings or localized excavations with sloped transitions between frost-susceptible and non-frost- susceptible soils, as described above. Over the life of slabs and pavements, cracks will develop and joints open , which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture-related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 20 C.7. Pavements and Exterior Slabs C.7.a. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Based on our experience with similar clayey soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R-value of 12. Based on an R-value of 12, we recommend a bituminous pavement section based on City of Prior Lake standard plates. Sand meeting the requirements of select granular borrow will likely need to be imported. Some sand will be available to borrow on this site, however, the quantities encountered will likely not enough for the street subbase. The ongoing performance of bituminous pavements is impacted by conditions under which the pavement is asked to perform in. These conditions include the environmental conditions, the actual use conditions and the level of ongoing maintenance performed. Because of normal thermos-expansion and contraction, it is not unusual to have cracking develop within the first few years of placement and for the cracking to continue throughout the life of the pavement. A regular maintenance plan should be developed for filling cracks to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. It is also not unusual for the pavement to require a seal coat within the first 5 to 10 pears to increase the long-term performance of the bituminous pavement. C.7.b. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. C.7.c. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes at the base of the granular subbase layer, or below the aggregate base material where no subbase is present. C.7.d. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous pavement. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life PulteGroup, Inc. Project B2410926 April 17, 2025 Page 21 assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non-wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. C.8. Utilities C.8.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section C.2. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. However, if construction encounters unfavorable conditions such as soft clay, organic soils or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1H:1V oversizing of foundations elements or proposed building pads. C.8.b. Corrosion Potential Based on our experience, the soils encountered by the borings are moderately corrosive to metallic conduits, but only marginally corrosive to concrete. We recommend specifying non-corrosive materials or providing corrosion protection, unless project planning chooses to perform additional tests to demonstrate the soils are not corrosive. C.9. Stormwater We understand that stormwater infiltration basins or ponds will be included within the proposed development. We recommend field-testing of in-situ soils, such as double-ring infiltrometer tests (ASTM D3385), to determine infiltration rates. Alternatively, preliminary infiltration rates can be found in the Minnesota Stormwater Manual based on soil types. Fine-grained soils (silts and clays), topsoil, or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration systems. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 22 This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with an all-terrain-mounted core and auger drill equipped with hollow-stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance with ASTM D1586. The boring logs show the actual sample intervals and corresponding depths. We sealed penetration test boreholes meeting the Minnesota Department of Health (MDH) Environmental Borehole criteria with an MDH-approved grout. D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials and present the results of penetration resistance. The logs also present the results of laboratory tests performed on penetration test samples, and groundwater measurements. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.2.b. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 23 D.3. Material Classification and Testing D.3.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.3.b. Laboratory Testing The exploration logs in the Appendix note the results of the laboratory tests performed on geologic material samples. We performed the tests in general accordance with ASTM procedures. D.4. Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes or allowed, as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. PulteGroup, Inc. Project B2410926 April 17, 2025 Page 24 E.1.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made some assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining Braun Intertec to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction-related geotechnical engineer-of- record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. E.4. Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. Appendix 140TH STREET NE N89°15'23"W 1341.01 S0 0 ° 5 3 ' 5 9 " E 2 7 3 4 . 1 6 -- S 0 0 ° 3 5 ' 4 3 " E 1 3 5 5 . 1 6 - - S89°45'25"E 1332.46 N0 0 ° 1 3 ' 0 5 " W 1 3 4 3 . 4 9 S89°44'10"W 2649.63 S0 0 ° 5 3 ' 5 9 " E 2 7 3 4 . 1 6 140TH ST NE / CR 42 EA G L E C R E E K A V E N E / C S A H 2 1 CARRIAGE HILLS PKWY P I K E L A K E T R A I L N E FOU N T A I N H I L L S D R N E OUTLOT A SWM Tot Lot OUTLOT C SWM SWM WETLAND/SWM OL Recreational Development Lake - OHW 866.1 SWM 259260012259260010 45 42 41 40 39 38 37 3635 34 33 32 31 30 29 28 27 26 27 28 29 23 24252624 23 22 21 20 19 18 17 1 2 3 4 5 6 7 8 9 8 7 6 5 4 3 2 1 42 43 40 39 38 37 36 15 14 13 12 11 10 9 12 14 15 16 13 17 16 35 34 33 32 31 30 22 21 21-26 13 12 51-56 15-20 9-14 5-8 1-4 48 47 46 678 25 24 23 35-38 31-34 27-30 47-50 39-42 20 19 10 9 11 14 5 3 2 63-68 57-62 1 4 17.83 ac 27.55 ac 15 16 17 18 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 45 4950 51 52 20 19 45 10 11 21 22 53 54 55565758 5.09 ac Open Space 43 44 18 41 44 25 43 44 74 Model Home Park 43-46 SWM SWM 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 ST-1 ST-2 ST-3 ST-4 ST-5 ST-10 ST-9 ST-6 ST-12 ST-13 ST-11 ST-8 ST-7 ST-14ST-15 F: \ 2 0 2 4 \ B 2 4 1 0 9 2 6 \ C A D \ B 2 4 1 0 9 2 6 . d w g ,G e o t e c h , 1 / 8 / 2 0 2 5 2 : 2 3 : 1 6 P M braunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B2410926 Drawn By: Date Drawn: Checked By: Last Modified: 1/8/25 Drawing No: Project Information Drawing Information B2410926 JAG 11/25/24 KGH Vierling 14091 Eagle Creek Avenue NE and 14310 Pike Lake Trail NE Prior Lake, Minnesota Soil Boring Location SketchN DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING 0 SCALE: 1"= 300' 300'150' Elev./ Depth ft 885.8 0.2 882.0 4.0 877.0 9.0 872.0 14.0 861.5 24.5 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), dark brown, moist (TOPSOIL) LEAN CLAY (CL), with black inclusions, brown, moist, stiff (GLACIAL TILL) SILTY SAND (SM), fine-grained, with SILT layers, brown and gray, moist, medium dense (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) END OF BORING Boring then grouted 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 3-6-9 (15) 12" 3-5-7 (12) 14" 5-8-10 (18) 14" 3-5-8 (13) 18" 3-5-8 (13) 16" 3-4-7 (11) 16" 3-5-8 (13) 16" 3-6-9 (15) 16" qₚ tsf MC % 22 8 Tests or Remarks P200=22% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-1 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:199902.6 EASTING:468364.8 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/04/24 END DATE:12/04/24 SURFACE ELEVATION:886.0 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-1 page 1 of 1 Elev./ Depth ft 856.5 1.1 853.6 4.0 843.1 14.5 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace Gravel, roots, dark brown, moist (TOPSOIL) SILTY SAND (SM), fine-grained, brown, moist, medium dense (GLACIAL TILL) SANDY LEAN CLAY (CL), with Silt seams, trace Gravel, brown, moist, stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 3-5-6 (11) 14" 3-5-6 (11) 14" 3-4-7 (11) 16" 4-5-7 (12) 16" 3-5-7-8 (12) 18" qₚ tsf MC % 17 16 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-2 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:199743.7 EASTING:469307.1 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/04/24 END DATE:12/04/24 SURFACE ELEVATION:857.6 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-2 page 1 of 1 Elev./ Depth ft 872.9 2.0 867.9 7.0 850.4 24.5 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), slightly organic, black, moist (TOPSOIL) LEAN CLAY (CL), with Silt seams, with black lenses, brown to gray, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown and gray, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then grouted 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-4-7 (11) 14" 3-4-8 (12) 14" 3-5-9 (14) 16" 3-5-7 (12) 16" 3-5-7 (12) 16" 4-8-10 (18) 16" 3-6-10 (16) 16" 4-6-9 (15) 16" qₚ tsf MC % 29 16 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-3 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:199506.0 EASTING:468763.5 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/04/24 END DATE:12/04/24 SURFACE ELEVATION:874.9 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-3 page 1 of 1 Elev./ Depth ft 876.4 2.0 871.4 7.0 869.4 9.0 863.9 14.5 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), slightly organic, black, moist (TOPSOIL FILL) FILL: LEAN CLAY with SAND (CL), with Clay seams, and Sand seams, trace Gravel, organic to slightly organic, dark brown to black, moist LEAN CLAY (CL), brown and gray, moist, medium (ALLUVIUM) SANDY LEAN CLAY (CL), with Silt seams, trace Gravel, brown to gray, moist, stiff to medium (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-4-6 (10) 12" 3-4-6 (10) 14" 2-3-4 (7) 14" 3-3-6 (9) 14" 3-4-4-6 (8) 14" qₚ tsf MC % 20 14 Tests or Remarks OC=5% OC=2% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-4 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:199181.4 EASTING:468543.1 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/04/24 END DATE:12/04/24 SURFACE ELEVATION:878.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-4 page 1 of 1 Elev./ Depth ft 924.7 1.4 912.1 14.0 909.1 17.0 905.1 21.0 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace roots, brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) SILTY SAND (SM), fine to medium-grained, trace Gravel, brown, moist, medium dense (GLACIAL TILL) POORLY GRADED SAND (SP), fine to medium-grained, trace Gravel, brown, moist, medium dense (GLACIAL OUTWASH) END OF BORING Boring then grouted 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 3-5-7 (12) 14" 2-6-5 (11) 12" 3-5-6 (11) 14" 3-5-7 (12) 14" 3-9-7 (16) 12" 5-7-11 (18) 14" 4-7-9 (16) 12" qₚ tsf MC % 13 14 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-5 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:198836.7 EASTING:469253.1 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/05/24 END DATE:12/05/24 SURFACE ELEVATION:926.1 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt/Grass WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-5 page 1 of 1 Elev./ Depth ft 913.1 2.0 906.1 9.0 903.1 12.0 900.6 14.5 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace roots, dark brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), with Silt lenses, trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) POORLY GRADED SAND (SP), fine to coarse- grained, with Gravel, brown, dry, medium dense (GLACIAL OUTWASH) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 3-3-5 (8) 14" 3-7-8 (15) 16" 4-6-9 (15) 16" 10-11-11 (22) 12" 3-5-6-7 (11) 18" qₚ tsf MC % 18 14 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-6 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:198665.9 EASTING:470111.1 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/05/24 END DATE:12/05/24 SURFACE ELEVATION:915.1 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-6 page 1 of 1 Elev./ Depth ft 926.3 1.0 918.3 9.0 908.3 19.0 906.3 21.0 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), with roots, brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), with Silt lenses, trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) SILT (ML), with Clay seams, trace Gravel, reddish brown, moist, medium dense (GLACIAL TILL) SILTY SAND (SM), fine-grained, brown, dry, medium dense (GLACIAL TILL) END OF BORING Boring then grouted 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-3-4 (7) 12" 3-4-5 (9) 12" 3-5-8 (13) 16" 3-7-9 (16) 14" 3-5-6 (11) 14" 4-7-10 (17) 14" 4-7-9 (16) 16" qₚ tsf MC % 15 15 3 Tests or Remarks P200=14% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-7 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:198536.5 EASTING:469228.3 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/05/24 END DATE:12/05/24 SURFACE ELEVATION:927.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-7 page 1 of 1 Elev./ Depth ft 869.1 4.0 866.1 7.0 864.1 9.0 858.6 14.5 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) ORGANIC CLAY (OL), with roots, black, moist (TOPSOIL) CLAYEY SAND (SC), gray, wet, medium (ALLUVIUM) SANDY LEAN CLAY (CL), with Silt seams, and Sand seams, gray, wet, medium (ALLUVIUM) SILT (ML), slightly organic, gray, wet, loose (ALLUVIUM) Shells at 12 1/2 feet END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 1-2-3 (5) 10" 2-3-3 (6) 12" 3-4-4 (8) 14" 3-4-5 (9) 16" 3-3-4-5 (7) 16" qₚ tsf MC % 16 43 Tests or Remarks OC=3% Water observed at 5.0 feet while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-8 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:198317.5 EASTING:468807.9 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/04/24 END DATE:12/04/24 SURFACE ELEVATION:873.1 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-8 page 1 of 1 Elev./ Depth ft 924.9 1.5 922.4 4.0 919.4 7.0 917.4 9.0 912.4 14.0 908.4 18.0 905.4 21.0 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace roots, brown, moist (TOPSOIL) SILTY SAND (SM), fine-grained, with Clay lenses, gray, moist, medium dense (GLACIAL TILL) SANDY SILTY CLAY (CL-ML), brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), with Silt lenses, brown, moist, stiff (GLACIAL TILL) LEAN CLAY with SAND (CL), brown and gray, moist, stiff (GLACIAL TILL) Silt seams at 12 1/2 feet POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, LEAN CLAY layers, brown, dry, medium dense (GLACIAL OUTWASH) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, very stiff (GLACIAL TILL) END OF BORING Boring then grouted 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-4-7 (11) 14" 3-6-6 (12) 14" 3-6-6 (12) 14" 3-6-9 (15) 16" 4-7-8 (15) 16" 3-9-11 (20) 14" 5-11-12 (23) 16" qₚ tsf MC % 14 17 Tests or Remarks LL=25, PL=19, PI=6 P200=65% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-9 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:198294.4 EASTING:469736.1 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/05/24 END DATE:12/05/24 SURFACE ELEVATION:926.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-9 page 1 of 1 Elev./ Depth ft 954.4 0.3 950.7 4.0 945.7 9.0 935.7 19.0 930.7 24.0 930.2 24.5 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), with roots, brown, moist (TOPSOIL) SILTY SAND (SM), fine to medium-grained, yellowish brown, dry, medium dense (GLACIAL TILL) SANDY SILTY CLAY (CL-ML), light yellow, dry, stiff to very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), with Silt lenses, trace Gravel, brown, moist, very stiff (GLACIAL TILL) POORLY GRADED SAND (SP), fine to medium-grained, trace Gravel, brown, dry, loose (GLACIAL OUTWASH) POORLY GRADED SAND (SP), fine to coarse- grained, with Gravel, brown, dry, loose (GLACIAL OUTWASH) END OF BORING Boring then grouted 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-5-6 (11) 14" 3-5-8 (13) 12" 4-7-10 (17) 12" 3-8-11 (19) 14" 5-7-15 (22) 18" 7-10-12 (22) 14" 3-2-3 (5) 10" 2-5-3 (8) 12" qₚ tsf MC % 10 15 Tests or Remarks LL=23, PL=18, PI=5 P200=57% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-10 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:198310.2 EASTING:470562.7 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/04/24 END DATE:12/04/24 SURFACE ELEVATION:954.7 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-10 page 1 of 1 Elev./ Depth ft 907.2 1.1 904.4 4.0 902.4 6.0 896.4 12.0 894.4 14.0 887.4 21.0 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), with roots, brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (ALLUVIUM) SILTY SAND (SM), fine-grained, brown, moist, loose (ALLUVIUM) LEAN CLAY (CL), with Silt lenses, brown and gray, moist, stiff (ALLUVIUM) LEAN CLAY with SAND (CL), trace Gravel, brown, moist, medium (ALLUVIUM) LEAN CLAY (CL), Poorly Graded Sand with Silt lenses, gray, moist, stiff to medium (GLACIAL TILL) END OF BORING Boring then grouted 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-5-7 (12) 14" 3-4-5 (9) 14" 5-5-6 (11) 14" 3-5-7 (12) 14" 3-3-5 (8) 14" 3-4-6 (10) 14" 2-2-4 (6) 16" qₚ tsf MC % 15 11 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-11 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:198106.4 EASTING:469120.4 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/05/24 END DATE:12/05/24 SURFACE ELEVATION:908.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-11 page 1 of 1 Elev./ Depth ft 921.1 1.0 918.1 4.0 907.6 14.5 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), with roots, dark brown, dry (TOPSOIL) SANDY LEAN CLAY (CL), with Silt lenses, and Sand seams, trace Gravel, brown to gray, dry to moist, stiff to very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown to gray, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-4-6 (10) 12" 3-5-6 (11) 14" 3-4-7 (11) 14" 3-4-6 (10) 14" 5-7-9-12 (16) 18" qₚ tsf MC % 18 16 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-12 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:197977.4 EASTING:470353.9 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/05/24 END DATE:12/05/24 SURFACE ELEVATION:922.1 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-12 page 1 of 1 Elev./ Depth ft 918.6 2.0 906.6 14.0 899.6 21.0 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), with roots, brown, dry (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, with Silty Sand lenses, brown, moist, stiff to very stiff (GLACIAL TILL) SILTY SAND (SM), fine-grained, trace Gravel, reddish brown, moist, medium dense to dense (GLACIAL TILL) END OF BORING Boring then grouted 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-4-5 (9) 4" 2-5-7 (12) 14" 3-5-7 (12) 14" 3-9-10 (19) 4" 4-7-9 (16) 14" 4-9-11 (20) 14" 2-12-21 (33) 12" qₚ tsf MC % 16 15 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-13 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:197824.4 EASTING:469717.2 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/05/24 END DATE:12/05/24 SURFACE ELEVATION:920.6 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-13 page 1 of 1 Elev./ Depth ft 885.6 1.0 882.6 4.0 868.6 18.0 865.6 21.0 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), dark brown, moist (TOPSOIL) LEAN CLAY (CL), brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) Silt lenses at 15 feet SILTY SAND (SM), fine-grained, gray, moist, medium dense (GLACIAL TILL) END OF BORING Boring then grouted 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-2-4 (6) 14" 2-5-7 (12) 14" 2-4-7 (11) 14" 2-4-7 (11) 16" 2-5-7 (12) 16" 2-6-8 (14) 16" 3-6-11 (17) 16" qₚ tsf MC % 19 17 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-14 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:197771.8 EASTING:468738.1 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/04/24 END DATE:12/04/24 SURFACE ELEVATION:886.6 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-14 page 1 of 1 Elev./ Depth ft 904.0 0.3 900.3 4.0 897.3 7.0 890.3 14.0 880.3 24.0 879.8 24.5 Wa t e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), with roots, trace Gravel, dark brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), with Silt seams, trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), with Silt seams, trace Gravel, brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), with Sand seams, trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, very stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff (GLACIAL TILL) END OF BORING Boring then grouted 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-4-5 (9) 14" 2-6-7 (13) 14" 3-5-7 (12) 14" 3-7-9 (16) 16" 3-7-10 (17) 16" 3-7-11 (18) 16" 4-7-10 (17) 16" 4-7-11 (18) 16" qₚ tsf MC % 13 14 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2410926 Geotechnical Evaluation Prior Lake - Vierling 14091 Eagle Creek Ave NE & 14310 Pike Lake Trail NE Prior Lake, Minnesota BORING:ST-15 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Scott (US Feet) NORTHING:197760.2 EASTING:468305.7 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:12/04/24 END DATE:12/04/24 SURFACE ELEVATION:904.3 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Dirt WEATHER:Cloudy/Light Snow B2410926 Braun Intertec Corporation Print Date:04/16/2025 ST-15 page 1 of 1 Descriptive Terminology of Soil Based on Standards ASTM D2487/2488 (Unified Soil Classification System) Group  Symbol Group NameB  Cu ≥ 4 and 1 ≤ Cc ≤ 3D GW  Well‐graded gravelE  Cu < 4 and/or (Cc < 1 or Cc > 3)D GP  Poorly graded gravelE  Fines classify as ML or MH GM  Silty gravelE F G  Fines Classify as CL or CH GC  Clayey gravelE F G  Cu ≥ 6 and 1 ≤ Cc ≤ 3D SW  Well‐graded sandI  Cu < 6 and/or (Cc < 1 or Cc > 3)D SP  Poorly graded sandI  Fines classify as ML or MH SM  Silty sandF G I  Fines classify as CL or CH SC  Clayey sandF G I CL  Lean clayK L M  PI < 4 or plots below "A" lineJ ML  SiltK L M Organic OL CH  Fat clayK L M MH  Elastic siltK L M Organic OH PT  Peat Highly Organic Soils Silts and Clays  (Liquid limit less than  50) Silts and Clays  (Liquid limit 50 or  more) Primarily organic matter, dark in color, and organic odor Inorganic Inorganic  PI > 7 and plots on or above "A" lineJ  PI plots on or above "A" line  PI plots below "A" line Criteria for Assigning Group Symbols and  Group Names Using Laboratory TestsA Soil Classification Co a r s e ‐gr a i n e d  So i l s  (m o r e  th a n  50 %  re t a i n e d  on            No .  20 0  si e v e ) Fi n e ‐gr a i n e d  So i l s  (5 0 %  or  mo r e  pa s s e s  th e                  No .  20 0  si e v e )   Sands  (50% or more coarse  fraction passes No. 4  sieve) Clean Gravels (Less than 5% finesC) Gravels with Fines  (More than 12% finesC)  Clean Sands  (Less than 5% finesH) Sands with Fines  (More than 12% finesH) Gravels  (More than 50% of  coarse fraction  retained on No. 4  sieve) Liquid Limit − oven dried Liquid Limit − not dried    <0.75 Organic clay K L M N Organic silt K L M O    Liquid Limit − oven dried Liquid Limit − not dried    <0.75 Organic clay K L M P Organic silt K L M Q    ParticleSize Identification Boulders.............. over 12"   Cobbles................ 3" to 12" Gravel Coarse............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse.............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium........... No. 40 to No. 10 (0.425 mm to 2.00 mm)  Fine.................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt........................ No. 200 (0.075 mm) to .005 mm Clay...................... < .005 mm Relative ProportionsL, M trace............................. 0 to 5% little.............................. 6 to 14% with.............................. ≥ 15% Inclusion Thicknesses lens............................... 0 to 1/8" seam............................. 1/8" to 1" layer.............................. over 1"   Apparent Relative Density of Cohesionless Soils Very loose ..................... 0 to 4 BPF Loose ............................ 5 to 10 BPF Medium dense.............. 11 to 30 BPF Dense............................ 31 to 50 BPF Very dense.................... over 50 BPF A. Based on the material passing the 3‐inch (75‐mm) sieve.  B. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders,   or both" to group name. C. Gravels with 5 to 12% fines require dual symbols: GW‐GM well‐graded gravel with silt GW‐GC  well‐graded gravel with clay GP‐GM poorly graded gravel with silt GP‐GC poorly graded gravel with clay  D. Cu = D60 / D10 Cc =  𝐷30 2 /  ሺ𝐷10 𝑥 𝐷60)  E. If soil contains ≥ 15% sand, add "with sand" to group name.   F. If fines classify as CL‐ML, use dual symbol GC‐GM or SC‐SM. G. If fines are organic, add "with organic fines" to group name.  H. Sands with 5 to 12% fines require dual symbols: SW‐SM well‐graded sand with silt SW‐SC well‐graded sand with clay SP‐SM poorly graded sand with silt  SP‐SC poorly graded sand with clay I. If soil contains ≥ 15% gravel, add "with gravel" to group name.  J. If Atterberg limits plot in hatched area, soil is CL‐ML, silty clay.  K. If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is  predominant.  L. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name. M. If soil contains ≥ 30% plus No. 200 predominantly gravel, add “gravelly” to group name. N. PI ≥ 4 and plots on or above “A” line. O. PI < 4 or plots below “A” line. P. PI plots on or above “A” line. Q. PI plots below “A” line. Laboratory Tests DD Dry density,pcf qp Pocket penetrometer strength, tsf WD Wet density, pcf qU Unconfined compression test, tsf P200 % Passing #200 sieve LL Liquid limit MC Moisture content, %PL Plastic limit  OC Organic content, %PI Plasticity index  Consistency of Blows             Approximate Unconfined  Cohesive Soils             Per Foot            Compressive Strength Very soft................... 0 to 1 BPF................... < 0.25 tsf Soft........................... 2 to 4 BPF................... 0.25 to 0.5 tsf Medium.................... 5to 8 BPF .................. 0.5 to 1 tsf Stiff........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff................... 16 to 30 BPF............... 2 to 4 tsf Hard.......................... over 30 BPF................ > 4 tsf Drilling Notes: Blows/N‐value:  Blows indicatethe driving resistance recorded  for each 6‐inch interval. The reported N‐value is the blows per  foot recorded by summing the second and third interval in  accordance with the Standard Penetration Test, ASTM D1586. PartialPenetration:If the sampler could not be driven  through a full 6‐inch interval, the number of blows for that  partial penetration is shown as #/x" (i.e. 50/2"). The N‐value is  reported as "REF" indicating refusal. Recovery:  Indicates the inches of sample recovered from the  sampled interval. For a standard penetration test, full recovery  is 18", and is 24" for a thinwall/shelby tube sample. WOH:  Indicates the sampler penetrated soil under weight of  hammer and rods alone; driving not required.   WOR: Indicates the sampler penetrated soil under weight of  rods alone; hammer weight and driving not required.  Water Level: Indicates the water level measured by the  drillers either while drilling (       ), at the end of drilling (       ),  or at some time after drilling (        ).   Moisture Content: Dry:Absence of moisture, dusty, dry to the touch. Moist:  Damp but no visible water. Wet:  Visible free water, usually soil is below water table.  5/2021