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Drainage Report Panera 11-30-17/ I i i I. I I.;. Panera, LLC Chanhassen, MN November 30, 2017 CEI Project No. 30072.0 Prepared By: CEI Engineering Associates, Inc. 2025 Centre Pointe Blvd., Suite 210 Mendota Heights, MN 55120 Tel. 651.452.8960 '-" V OFCHANHAE;,E1f RECEI6ED DEC 0 ? 2017 CHANHAS$ENPONNING DEPT ENGINEERS ■ SURVEYORS ■ PLANNERS LANDSCAPE ARCHITECTS ■ ENVIRONMENTAL SCIENTISTS 2025 Centre Pointe Blvd., Suite 210 Mendota Heights, MN 55120 651-452-8960 Fax 651-452-1149 TABLE OF CONTENTS DRAINAGE REPORT Panera, LLC Chanhassen, MN CEI Project No. 30072.0 Text Panes Appendix: Appendix A Project Site Aerial Appendix B FEMA Flood Insurance Rate Map Appendix C Existing Drainage Map Appendix D Existing (Pre -Development) HydroCAD Model Appendix E Proposed Drainage Map Appendix F Proposed (Post -Development) HydroCAD Model Appendix G MIDS Calculator Results for Stormwater Quality Appendix H Geotechnical Report Panera, LLC — Chanhassen, MN PROJECT DESCRIPTION The project site is approximately 1.45 acres, currently zoned BH (Highway Business District), and is located at 531 W. 79n Street in Chanhassen, Carver County, Minnesota. The proposed development, will consist of an approximately ±4,486 square foot Panera Bread Store, along with associated surface parking lot, concrete curb and gutter, driveways, sanitary sewer lateral, water connection to main, storm sewer, bio -retention basin, gas, electric and telephone utilities. Runoff from all proposed impervious surfaces will be collected by downspouts and/or curb cuts in the paved area, and outlet to a bio -retention basins with underdrain that will serve to promote on site abstraction of stormwater. The bio -retention basins with underdrain has a bee -hive outlet structure which will control the rate of runoff. Stormwater from the bio -retention basin will then outlet into an existing storm manhole at the SW corner of our site, where it leaves the project site through an existing culvert that runs into a network of pipes under Hwy 5 to the south. No disturbance is proposed in the Cities property to the West or DOT's property to the South. Existing Conditions: The current Chanhassen Inn site is fully developed, with a±15,881 square foot building footprint and large parking lot with shared access drive with Chick-Fil-A to the East. The site is bound by West 70 Street to the north, Chick-Fil-A to the east, Truck Hwy No. 5 to the south and an existing city stormwater pond to the West. Much of the site drains to the SE corner of the site and into an open FES. The rest of the site drains to the west or north. The property is mapped on FEMA FIRM Panel No. 270051 0005 B, for the City of Chanhassen, Carver County, dated July 2, 1979, and is in Zone "C", areas of minimal flooding. Soils on the site are primarily sandy lean clay (CL), in Hydrologic Soil Group (HSG) "D". Proposed Development: The development will consist of an approximately ±4,486 square foot square foot Panera Bread, including parking lots and drives on site. All the parking lot and drives will be graded to drain to curb cuts and then into the proposed bio - retention basins with underdrain. The roof runoff will be collected and conveyed underground to the proposed bio -retention basin. The bio -retention basins have an underdrain system, and will be planted with vegetation to promote on site abstraction. Abstraction will also be achieved through infiltration into the existing soils. Because of the existing silty loam soils on site, abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel is not feasible and the site is to be considered a restricted site. According to the Minnesota Stormwater Manual, the existing soils on site only allow for an infiltration rate of 0.06 inches per hour. The existing site is composed primarily of Type D soils, therefore, according to the Minimal hnpact Design Standards (MIDS) calculator, a maximum bio -retention basin depth of 0.24 feet below the underdrain is required to allow for a drawdown time of 48 hours. The bio -retention basin and associated beehive structure will serve to provide both the required water quality and quantity 1 management to meet the regulations set forth by the City of Chanhassen and the Riley Purgatory Bluff Creek Watershed District. Stormwater Management: Development standards set forth by the Riley Purgatory Bluff Creek Watershed District requires the following as listed in the official District Rules, Rule J, Section 3, Criteria: a. Limit peak runoff flow rates to that from existing conditions for the two-, 10-, and 100 - year frequency storms events using a nested 24-hour rainfall distribution, and a 100 - year, 10 -day snowmelt event, for all points where stormwater discharge leaves the site; b. Provide for the abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel; c. Provide for at least sixty percent (60%) annual removal efficiency for total phosphorous, and at least ninety percent (90%) annual removal efficiency for total suspended solids from site runoff. The total existing drainage area is approximately 1.45 Acres. Please refer to the Drainage Area Maps for drainage sub catchments (see appendix). The tables below show the pre -development and post -development impervious inventory: EXISTING CONDITIONS Impervious Pervious Sub catchment S S A 34,975 6,328 B 9,250 12,600 TOTAL 44,225 18,928 70.03% hn ervious TOTAL DRAINAGE AREA 63,153 PROPOSED CONDITIONS Water Ouality: The Minimal Impact Design Standards (MIDS) calculator was used for water quality calculations. Abstraction will also be achieved through infiltration into the existing soils. Because of the existing silty loam soils on site, abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel is not feasible and the site is to be considered a restricted site, allowing the abstraction of 0.55 inches. Soils present on site are sandy lean clay (CL), HSG "D", with an allowable infiltration rate of 0.06 in/hr according to the Minnesota Stormwater Manual. Water quality requirements are met using (2) bio -retention basins with underdrains and saffle baffle/with snout at the outlet structure providing abstraction and treatment of the stormwater. The bio -retention basins together provide for near 80% TSS and 77% phosphorous removal. All stormwater from impervious surfaces shall be routed to the bio -retention basins to serve as pretreatment of the stormwater prior leaving the site. Proposed Site impervious Area from Parking Roofs, Sidewalks, etc... = 40,632 sf Water abstraction volume required (non -restricted site) = Area of impervious x 1.1 inches = 40,632 SF x 1.1 in /1.0 / 12 in/ft = 3,386 CF Water abstraction volume required (restricted site) = Area of impervious x 0.55inches = 40,632 SF x 0.55 in /1.0 / 12 in/ft = 1,857 CF Sub catchment A M34,20221,151 B TOTAL 64.1% -Impervious TOTAL DRAINAGE AREA 63,153 Water Ouality: The Minimal Impact Design Standards (MIDS) calculator was used for water quality calculations. Abstraction will also be achieved through infiltration into the existing soils. Because of the existing silty loam soils on site, abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel is not feasible and the site is to be considered a restricted site, allowing the abstraction of 0.55 inches. Soils present on site are sandy lean clay (CL), HSG "D", with an allowable infiltration rate of 0.06 in/hr according to the Minnesota Stormwater Manual. Water quality requirements are met using (2) bio -retention basins with underdrains and saffle baffle/with snout at the outlet structure providing abstraction and treatment of the stormwater. The bio -retention basins together provide for near 80% TSS and 77% phosphorous removal. All stormwater from impervious surfaces shall be routed to the bio -retention basins to serve as pretreatment of the stormwater prior leaving the site. Proposed Site impervious Area from Parking Roofs, Sidewalks, etc... = 40,632 sf Water abstraction volume required (non -restricted site) = Area of impervious x 1.1 inches = 40,632 SF x 1.1 in /1.0 / 12 in/ft = 3,386 CF Water abstraction volume required (restricted site) = Area of impervious x 0.55inches = 40,632 SF x 0.55 in /1.0 / 12 in/ft = 1,857 CF Results (see appendix for additional MIDS calculation results): Performance Goal Requirement Performance goal volume retention requirement 1857ft3 Volume removed by BMPs towards performance o 1857 ft3 Percent volume removed towards performance goal 100% Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.2728 acre -ft Annual runoff volume removed by BMPs 0.6793 acre -ft Percent annual runoff volume removed 30% Post development annual particulate P load 1.02 Is Annual particulate P removed by BMPs 0.88 IN Post development annual dissolved P load 0.835 lbs Annual dissolved P removed by BMPs 0.554 lbs Percent annual total phosphorus removed 77% Post development annual TSS load 336.9 lbs Annual TSS removed by BMPs 246.5 Is Percent annual TSS removed 73% Rate Control Rate control is achieved by the use of the bio -retention areas and a beehive outlet structure. Stormwater runoff was modeled for the Type -II 24 -Hour 2, 10, and 100 year storm events using the SCS TR -20 runoff method. Rainfall data was gathered from NOAA Atlas 14 Point Precipitation Frequency Estimates and a nested 24-hour rainfall distribution was utilized. Stormwater runoff was also modeled for the 10 -Day 100 -Year Snowmelt event. All existing proposed curve numbers are based on soil type "D", silty loam, obtained from the geotechnical report (see appendix). See appendix for the existing and proposed drainage maps, and existing and proposed HydroCAD modeling. 19 PEAK DISCHARGE RATES STORMWATER EVENT 2 -YEAR E0.27P 10 -YEAR 100 -YEAR 10 -DAY, 100 YEAR SNOWMELT SW Bio -Retention Basin: Basin Bottom Elevation = 945.35' Beehive outlet Elevation = 946.85' Groundwater Elevation at BMP location = ±929.00' (see appendix for geotechnical report) Basin High Water Level = 947.57' Basin Draw -Down Time = 48.00 hours Emergency Overflow Elevation = 947.80' 2 -Year Storm High Water Elevation = 946.33' 10 -Year Storm High Water Elevation = 947.02' 100 -Year Storm High Water Elevation = 947.57* 100 -Year, 10 Day Snowmelt High Water Elevation = 946.98' *Critical water elevation Sincerely, CEI Engineering Associates, Inc. Alan Catchpool, PE MN Branch Mgr. APPENDIX A oo w APPENDIX B APPENDIX C NORTH / �• "0 x �ts� ys+may _ 0 20 40 / a \a9 P/^"s✓eoSx*,= p ♦�9r i xoc C / Y !G, y / \1���.'?�s i •• \'+ i' *+axe certp+o°P.`,. t¢�19614 9' B C7 cis %seg 4 \ I nMgq \ \ 20,829 AREA /� v4e ,see \ors i♦g g - «*. 10 X. 0110 1000 t � t `\ 4 'A ury \\II ya 8-a\awat b•£ x ion Vm <E ,\ ED ' -- A+qv xx�av \ 11 U1 • \ eara+nc '•:>iww a �HV FRF as b v xe.. � a _ \ Oa®wa�r. mONea 0110 1000 - ='Jov6 yY, y 4N� /C C♦ e UNDERGROUND UTILITIES NOTES: THE UNDERGROUND Ir11LHIES SHOWN HAVE BEEN LOCATED FROM HED SURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MARES NO GUARANTEE THATTHE UNDERGROUND IITILHIES SHOWN COMPMSE ALL SUCH IRILDIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHONN ARE IN THE EXACT LOCATION INOICATEO ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS ACNRATFLY AS I'tKAIN F WHICH WE MAY DOST LEGAL DESCRIPTION: a The folladng Legal Description Is as shown on Old Republic National Title Insurance Company We Commitment No. ORTE]43]86 dated January 12, 201 ]. Int 3, I locit 1, 2AMOR ADDITION, acarding to the recorded pig them$ and situate In Carver County, Minnesota. EXCEPTING therefrom Parcel 203A condemned by the State of Minnesota u esidenced by Final Certificate filed October 27, 1993 u Document No. 1 S7032 and as depicted on MINNESOTA DEPARTMENT OF TRANSPORTATION RIGHT OF WAY PEAT NO. 10-3 filed March 14,1991 as Document No. 122284. (Abstract) AREA: a TOTALARFA m 62,0]] SOFT. EASEMENT NOTES: e The follaving exceptions are as shown on Old Republic National We insurance Compslry Ttte Commitment No. ORTE]43]96 dated January 12, 2017. /A\ 9. Ston. Sewer and drainage easement per Book 126 of Deeds Page 3-4. L-2-1 1 OHOWN GRAPHICALLY). a\ 9. Drainage and utlllty eaxments as shssvm on the recorded plat of Frontier 19 Development which underlies 2amor AddMon.(SHOWN GRAPHICALLY). A10. Drainage and utility easements u shown on the recorded pig OF Zamor Addtion.(SHOWN GRARIICUJ-y. 11. Terms and centlMons of Contract For Private Redevelopment per Doc. No. 123421. NOT SHOWN AFFEM ENTIRE PARCEL) A 12. No right of Mm to State Highway No. S. Right per Final Carnage 1121 Dpe.No. IS7032 and as What=Department of Transported.. Muhl of Wry Rg No. 10-3 per not. No. 1222Ba. (SHOWN GRAPHICALLY) Ai� 86 1992^NOT SHOWN- AFFECTS ENTIRE PARCEL AND PARCELd conditions &Cress Easementfor Nildn, per Ism. .. ADJACENT TO FIST) /� d1 14. Terms and andilions of Reciprocal Access Easement Agreement per Document N. 633291. (AFFECTS ENTIRE PARCEL AND ADJACENT PARCEL TO THE EAST. APPROXIMATE LOCATION OF THE PROTECTED DRIVE AREA SHOWN GRA110CALLY PER SKETCH IN DOCUMENT) SURVEY NOTES: a 1. BEAMNGSAREBASFDONCO5 OFFICE TES SUPPUEDSTTHE CARVERCOUNTY l-ITIYORSOFHCE 2. UNDERGROUND AND AS E5 SHOWN PER GORIER STATE ONE CALL LOCATES ANOAS-GUILTSPLANS RtMENT. BY THE CfiY OF NE MAY BEES ME UN WORKSUEDUTILI M. 3. THERE NOT OSOME UNDERGROUND UTILITIES; GAS, EIECINC, ETC. NOT SHOWN OR LOCATED. FLOOD INFORMATION: a THIS Rt09ERTY UES WSTHIN THE UNSHADED ZONE C. AREAS OF MINIMAL FLOODING, AS SHOWN ON FEMA FLOOD INSURANCE RATE MAP NUMBER 27WS1 OOOSR HAVING AN EFFECTIVE DATE OFIULY 2, 19]9. e EXISTING PARKING: THERE ARE 63 VISIBIE PARKING STALLS MCNATED MI THIS PARCEL INCWNNG 1 HANDICAP STALL a BENCHMARKS: ELEVATIONS BASED ON INFORMATION AS SHONIN ON THE MNDOT GEODETIC WEBSITE SURVEYDOK IO2 W WITH AN ELEVATION OF 954.9 WAS USEDTO ESTABIJSH VIXRCALCONTROL FOR TNR SURVEY NAVE RM CERTIFICATION: e To: Chanhassen Inn, Inc, Old Republic National We Insurance ccen a , S Melnuccessors and uslgm: Thhhtocerdfythatdllsnivorplatandthe survey on which It Is based were made In accordance With the 201 S Minimum Standard Doall Requirements for ALTA/AGSM land We Surveys, Jointly established and adopted by ALTA and NSM, and tndudes Nems 1, 2, 3, 4, ](a), 2(4 5, 9,11,16,1 ], 18, and 19 of Table A thereof.The Reid wmkwas competed oo March 13, 201 ]. CONNERSfONE SAND 54JAVEYNG, INC Daced. 4-05-17 Revised Daniel L Thurmes Minnesota Ucense No. 25718 Old Republic National Me Insurance Company Title Commitment NO. OM7437H dated January 12, 2017 as listed on this survey was yelled upon for maners c f record. Other eaeemerits may exist than were not shown in this comNare mkmd and anot Micam on this survey. ®uuwevwal Gopher State One Call {YL. -IWl :'IFtaa 531 W 79TH STREET CHANHASSEN, MINNESOTA CONTACT: aIIIBB CEI ENGINEERING ASSOCIATES Alan Catchpool, PE 2025 Centre Pointe blvd Suite 21 O Mendota Heights, MN 55120 P:651-452-8960 COUNTY/CITY: e CARVER c o u BSE -r-1w- a— Y C ITY OF C HAN HA55EN VICINITY MAP W. 13, Fag. I a, NG. 23, C O"CnW EkrMVmrWxrY, .'.ES.rA REVISIONS: a GATE REVISION 04-05-17 INITIAL ISSUE PROJECT LOCATION: a 0 3 l W. 79TH STREET PID#258900030 su e,#1 6750 SUlhvater ". N. SUllmter. MN 55062 Phone 6S1.275.8969 Fax 6S1.2]5.99]6 dare° cssurvey net CORNERSTONE LAND SURVEYING, INC. a FILENAME SURVCM6 PROJECT NO. CE) 7086 CERTIFICATE OF SURVEY LEGEND: 4 / ° Vm ED -- eara+nc \ Oa®wa�r. mONea coo s0 vmloua \ S ,usaea,v ®a,m,aa.oe \ mm.s.aenc unm L x1717 aNa T.•� ___J \ p \\ �1 1 O\ t\\ \ e'ni` Wpy I./ A \ TOP . \ " • "; / / Ams - ='Jov6 yY, y 4N� /C C♦ e UNDERGROUND UTILITIES NOTES: THE UNDERGROUND Ir11LHIES SHOWN HAVE BEEN LOCATED FROM HED SURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MARES NO GUARANTEE THATTHE UNDERGROUND IITILHIES SHOWN COMPMSE ALL SUCH IRILDIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHONN ARE IN THE EXACT LOCATION INOICATEO ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS ACNRATFLY AS I'tKAIN F WHICH WE MAY DOST LEGAL DESCRIPTION: a The folladng Legal Description Is as shown on Old Republic National Title Insurance Company We Commitment No. ORTE]43]86 dated January 12, 201 ]. Int 3, I locit 1, 2AMOR ADDITION, acarding to the recorded pig them$ and situate In Carver County, Minnesota. EXCEPTING therefrom Parcel 203A condemned by the State of Minnesota u esidenced by Final Certificate filed October 27, 1993 u Document No. 1 S7032 and as depicted on MINNESOTA DEPARTMENT OF TRANSPORTATION RIGHT OF WAY PEAT NO. 10-3 filed March 14,1991 as Document No. 122284. (Abstract) AREA: a TOTALARFA m 62,0]] SOFT. EASEMENT NOTES: e The follaving exceptions are as shown on Old Republic National We insurance Compslry Ttte Commitment No. ORTE]43]96 dated January 12, 2017. /A\ 9. Ston. Sewer and drainage easement per Book 126 of Deeds Page 3-4. L-2-1 1 OHOWN GRAPHICALLY). a\ 9. Drainage and utlllty eaxments as shssvm on the recorded plat of Frontier 19 Development which underlies 2amor AddMon.(SHOWN GRAPHICALLY). A10. Drainage and utility easements u shown on the recorded pig OF Zamor Addtion.(SHOWN GRARIICUJ-y. 11. Terms and centlMons of Contract For Private Redevelopment per Doc. No. 123421. NOT SHOWN AFFEM ENTIRE PARCEL) A 12. No right of Mm to State Highway No. S. Right per Final Carnage 1121 Dpe.No. IS7032 and as What=Department of Transported.. Muhl of Wry Rg No. 10-3 per not. No. 1222Ba. (SHOWN GRAPHICALLY) Ai� 86 1992^NOT SHOWN- AFFECTS ENTIRE PARCEL AND PARCELd conditions &Cress Easementfor Nildn, per Ism. .. ADJACENT TO FIST) /� d1 14. Terms and andilions of Reciprocal Access Easement Agreement per Document N. 633291. (AFFECTS ENTIRE PARCEL AND ADJACENT PARCEL TO THE EAST. APPROXIMATE LOCATION OF THE PROTECTED DRIVE AREA SHOWN GRA110CALLY PER SKETCH IN DOCUMENT) SURVEY NOTES: a 1. BEAMNGSAREBASFDONCO5 OFFICE TES SUPPUEDSTTHE CARVERCOUNTY l-ITIYORSOFHCE 2. UNDERGROUND AND AS E5 SHOWN PER GORIER STATE ONE CALL LOCATES ANOAS-GUILTSPLANS RtMENT. BY THE CfiY OF NE MAY BEES ME UN WORKSUEDUTILI M. 3. THERE NOT OSOME UNDERGROUND UTILITIES; GAS, EIECINC, ETC. NOT SHOWN OR LOCATED. FLOOD INFORMATION: a THIS Rt09ERTY UES WSTHIN THE UNSHADED ZONE C. AREAS OF MINIMAL FLOODING, AS SHOWN ON FEMA FLOOD INSURANCE RATE MAP NUMBER 27WS1 OOOSR HAVING AN EFFECTIVE DATE OFIULY 2, 19]9. e EXISTING PARKING: THERE ARE 63 VISIBIE PARKING STALLS MCNATED MI THIS PARCEL INCWNNG 1 HANDICAP STALL a BENCHMARKS: ELEVATIONS BASED ON INFORMATION AS SHONIN ON THE MNDOT GEODETIC WEBSITE SURVEYDOK IO2 W WITH AN ELEVATION OF 954.9 WAS USEDTO ESTABIJSH VIXRCALCONTROL FOR TNR SURVEY NAVE RM CERTIFICATION: e To: Chanhassen Inn, Inc, Old Republic National We Insurance ccen a , S Melnuccessors and uslgm: Thhhtocerdfythatdllsnivorplatandthe survey on which It Is based were made In accordance With the 201 S Minimum Standard Doall Requirements for ALTA/AGSM land We Surveys, Jointly established and adopted by ALTA and NSM, and tndudes Nems 1, 2, 3, 4, ](a), 2(4 5, 9,11,16,1 ], 18, and 19 of Table A thereof.The Reid wmkwas competed oo March 13, 201 ]. CONNERSfONE SAND 54JAVEYNG, INC Daced. 4-05-17 Revised Daniel L Thurmes Minnesota Ucense No. 25718 Old Republic National Me Insurance Company Title Commitment NO. OM7437H dated January 12, 2017 as listed on this survey was yelled upon for maners c f record. Other eaeemerits may exist than were not shown in this comNare mkmd and anot Micam on this survey. ®uuwevwal Gopher State One Call {YL. -IWl :'IFtaa 531 W 79TH STREET CHANHASSEN, MINNESOTA CONTACT: aIIIBB CEI ENGINEERING ASSOCIATES Alan Catchpool, PE 2025 Centre Pointe blvd Suite 21 O Mendota Heights, MN 55120 P:651-452-8960 COUNTY/CITY: e CARVER c o u BSE -r-1w- a— Y C ITY OF C HAN HA55EN VICINITY MAP W. 13, Fag. I a, NG. 23, C O"CnW EkrMVmrWxrY, .'.ES.rA REVISIONS: a GATE REVISION 04-05-17 INITIAL ISSUE PROJECT LOCATION: a 0 3 l W. 79TH STREET PID#258900030 su e,#1 6750 SUlhvater ". N. SUllmter. MN 55062 Phone 6S1.275.8969 Fax 6S1.2]5.99]6 dare° cssurvey net CORNERSTONE LAND SURVEYING, INC. a FILENAME SURVCM6 PROJECT NO. CE) 7086 CERTIFICATE OF SURVEY APPENDIX D T B TOT WEST Sub4 Reach on LmiC 0 SOUTHEAST Model by CEI Engineering Associates, Inc Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.435 80 >75% Grass cover, Good, HSG D (A, B) 0.803 98 Paved parking, HSG D (A) 0.212 98 Roofs, HSG C (B) 1.450 93 TOTAL AREA Printed 11/29/2017 Existing Model MN-RPBCWD_v1_At/as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD8 10.00-20 s/n 02540 02017 HydroCAD Software Solutions LLC Page 3 Time span=0.00-30.00 hrs, dt=0.04 hrs, 751 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=41,303 sf 84.68% Impervious Runoff Depth=2.32" Flow Length=200' Slope=0.01 10T Tc --2.8 min CN=95 Runoff --4.26 cfs 0.184 of SubcatchmentB: WEST Runoff Area=21,850 sf 42.33% Impervious Runoff Depth=1.70" Flow Length=150' Slope=0.0100'P Tc=18.9 min CN=88 Runoff --0.92 cfs 0.071 of Reach T: TOTAL Inflow=4.59 cfs 0.255 of Outflow=4.59 cfs 0.255 of Total Runoff Area =1.450 ac Runoff Volume= 0.255 of Average Runoff Depth= 2.11" 29.97% Pervious= 0.435 ac 70.03% Impervious = 1.015 ac Existing Model Prepared by CEI MN-RPBCWD v1 Atlasl4 24-hr2y S1 2y 24hr Rainfall=2.87' Associates, Inc Summary for Subcatchment A: SOUTHEAST [49] Hint: Tc<2dt may require smaller dt Runoff = 4.26 cfs @ 12.04 hrs, Volume= 0.184 af, Depth= 2.32" Printed 11/29/2017 Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD_v1—Atlas 14 24-hr2y S1 2y 24hr Rainfall=2.87' Area (sf) CN Description 6,328 80 >75% Grass cover, Good, HSG D 34,975 98 Paved parking HSG D 41,303 95 Weighted Average 6,328 15.32% Pervious Area 34,975 84.68% Impervious Area Tc Length Slope iin) (feet) (ft/ft) 2.8 200 0.0110 Description 1.18 Sheet Flow, Smooth surfaces n=0.011 P2=2.86" Summary for Subcatchment B: WEST Runoff = 0.92 cfs @ 12.26 hrs, Volume= 0.071 af, Depth= 1.70" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD v1 Atlasl4 24-hr2y Si 2y 24hr Rainfall=2.87' Area (sf) CN Description 12,600 80 >75% Grass cover, Good, HSG D 9,250 98 Roofs HSG C 21,850 88 Weighted Average 12,600 57.67% Pervious Area 9,250 42.33% Impervious Area Tc Length Slope Velocity Capacity Description 18.9 150 0.0100 0.13 Sheet Flow, Grass: Short n=0.150 P2=2.86" Summary for Reach T: TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.450 ac, 70.03% Impervious, Inflow Depth = 2.11" for 2y 24hr event Inflow = 4.59 cfs @ 12.04 hrs, Volume= 0.255 of Outflow = 4.59 cfs @ 12.04 hrs, Volume= 0.255 af, Atten= 0%, Lag= 0.0 min Existing Model MN-RPBCWD v1_Atlas14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD® 10.00-20 s/n 02540 @2017 HydroCAD Software Solutions LLC Page 5 Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs Existing Model Prepared by CEI HvrIroCAD® 10.00-1 MN-RPBCWD v1_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27" Associates, Inc Printed 11/29/2017 Time span=0.00-30.00 hrs, dt=0.04 hrs, 751 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=41,303 sf 84.68% Impervious Runoff Depth=3.70" Flow Length=200' Slope=0.01 10T Tc=2.8 min CN=95 Runoff=6.74 cfs 0.292 of SubcatchmentB: WEST Runoff Area=21,850 sf 42.33% Impervious Runoff Depth=2.98" Flow Length=150' Slope=0.0100'P Tc --18.9 min CN=88 Runoff --1.63 cfs 0.125 of Reach T: TOTAL Inflow=7.38 cfs 0.417 of Outflow=7.38 cfs 0.417 of Total Runoff Area =1.450 ac Runoff Volume = 0.417 of Average Runoff Depth = 3.45" 29.97% Pervious= 0.435 ac 70.03% Impervious= 1.015 ac Existing Model MN-RPBCWD v1_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27' Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD@ 10.00-20 s/n 02540 @2017 HydroCAD Software Solutions LLC Paae 7 Summary for Subcatchment A: SOUTHEAST [49] Hint: Tc<2dt may require smaller dt Runoff = 6.74 cfs @ 12.04 hrs, Volume= 0.292 af, Depth= 3.70" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD_v1—Atlas 14 24-hr10y S1 10y 24hr Rainfall=4.27' Area sf) CN Description 6,328 80 >75% Grass cover, Good, HSG D 34,975 98 Paved parking HSG D 41,303 95 Weighted Average 6,328 15.32% Pervious Area 34,975 84.68% Impervious Area Tc Length Slope 2.8 200 0.0110 Capacity Description 1.18 Sheet Flow, Smooth surfaces n=0.011 P2=2.86" Summary for Subcatchment B: WEST Runoff = 1.63 cfs @ 12.25 hrs, Volume= 0.125 af, Depth= 2.98" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD_v1—Atlas I4 24-hr10y S1 10y 24hr Rainfall=4.27' Area (sf) CN Description 12,600 80 >75% Grass cover, Good, HSG D 9,250 98 Roofs HSG C 21,850 88 Weighted Average 12,600 57.67% Pervious Area 9,250 42.33% Impervious Area Tc Length Slope Velocity Capacity Description 18.9 150 0.0100 0.13 Sheet Flow, Grass: Short n=0.150 P2=2.86" Summary for Reach T: TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.450 ac, 70.03% Impervious, Inflow Depth = 3.45' for 10y 24hr event Inflow = 7.38 cfs @ 12.04 hrs, Volume= 0.417 of Outflow = 7.38 cfs @ 12.04 hrs, Volume= 0.417 af, Atten= 0%, Lag= 0.0 min Existing Model MN-RPBCWD_v1_Atias14 24-hr10y S1 10y 24hr Rainfall=4.27' Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD® 10 00 20 s/n 02540 @2017 HydroCAD Software Solutions LLC Page 8 Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs Existing Model MN-RPBCWD v1_Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10.00-20 s/n 02540 @2017 HydroCAD Software Solutions LLC Page 9 Time span=0.00-30.00 hrs, dt=0.04 hrs, 751 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=41,303 sf 84.68% Impervious Runoff Depth=6.81" Flow Length=200' Slope=0.0110'P Tc=2.8 min CN=95 Runoff=11.15 cfs 0.538 of SubcatchmentB: WEST Runoff Area=21,850 sf 42.33% Impervious Runoff Depth=5.99" Flow Length=150' Slope=0.0100'/' Tc=18.9 min CN=88 Runoff=2.99 cfs 0.250 of Reach T: TOTAL Inflow=12.49 cfs 0.789 of Outflow=12.49 cfs 0.789 of Total Runoff Area = 1.450 ac Runoff Volume = 0.789 of Average Runoff Depth = 6.53" 29.97% Pervious =0.435 ac 70.03% Impervious =1.015 ac Existing Model Prepared by CEI MN-RPBCWD v1 Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41" Associates, Inc Summary for Subcatchment A: SOUTHEAST [49] Hint: Tc<2dt may require smaller dt Runoff = 11.15 cfs @ 12.04 hrs, Volume= 0.538 af, Depth= 6.81" Printed 11/29/2017 Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD v1 Atlas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 6,328 80 >75% Grass cover, Good, HSG D 34,975 98 Paved parking HSG D 41,303 95 Weighted Average 6,328 15.32% Pervious Area 34,975 84.68% Impervious Area Tc Length Slope iin) (feet) (ft/ft) 2.8 200 0.0110 Description 1.18 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" Summary for Subcatchment B: WEST Runoff = 2.99 cfs @ 12.25 hrs, Volume= 0.250 af, Depth= 5.99" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD v1 Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 12,600 80 >75% Grass cover, Good, HSG D 9,250 98 Roofs HSG C 21,850 88 Weighted Average 12,600 57.67% Pervious Area 9,250 42.33% Impervious Area Tc Length Slope Velocity Capacity Description 18.9 150 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Summary for Reach T: TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.450 ac, 70.03% Impervious, Inflow Depth = 6.53" for 100y 24hr event Inflow = 12.49 cfs @ 12.04 hrs, Volume= 0.789 of Outflow = 12.49 cfs @ 12.04 hrs, Volume= 0.789 af, Atten= 0%, Lag= 0.0 min Existing Model Prepared by CEI MN-RPBCWD v1_Atlasl4 24-hr100y S1 100y 24hr Rainfall=7.41" Associates, Inc D 2017 HvdroCAD Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs Printed 11/29/2017 � T B TOT WEST Subcat Reach on Link O SOUTHEAST Existing Model - 10 Day Snowmelt Prepared by CEI Engineering Associates, Inc u„,4mcann in nn -2o sin 02540 © 2017 HvdroCAD Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.435 80 >75% Grass cover, Good, HSG D (A, B) 0.803 98 Paved parking, HSG D (A) 0.212 98 Roofs, HSG C (B) 1.450 93 TOTAL AREA Printed 11/29/2017 Existing Mod MN-RPBCWD v1—Atlas14 Snowmelt 10d 100yr 10 -Day Snowme/t Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 Time span=0.00-240.00 hrs, dt=0.04 hrs, 6001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=41,303 sf 84.68% Impervious Runoff Depth>6.60" Flow Length=200' Slope=0.0110'P Tc=2.8 min CN=95 Runoff=0.18 cfs 0.522 of SubcatchmentB: WEST Runoff Area=21,850 sf 42.33% Impervious Runoff Depth>5.78" Flow Length=150' Slope=0.0100 7 Tc --18.9 min CN=88 Runoff --0.09 cfs 0.242 of Reach T: TOTAL Inflow=0.27 cfs 0.764 of OutFlow=0.27 cfs 0.764 of Total Runoff Area =1.450 ac Runoff Volume = 0.764 of Average Runoff Depth = 6.32" 29.97% Pervious = 0.435 ac 70.03% Impervious =1.015 ac Existing Mod MN-RPBCWD_v 1_Atlasl4 Snowmelt 100 100yr 10 -Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydrOCAD®10 00-20 s/n 02540 @ 2017 HydroCAD Software Solutions LLC Pape 4 Summary for Subcatchment A: SOUTHEAST Runoff = 0.18 cfs @ 121.21 hrs, Volume= 0.522 af, Depth> 6.60" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs MN-RPBCWD v1 Atlasl4 Snowmelt_10d_100yr 10 -Day Snowmelt Rainfall=7.20" Area (sf) CN Description 6,328 80 >75% Grass cover, Good, HSG D 34,975 98 Paved parking HSG D 41,303 95 Weighted Average 6,328 15.32% Pervious Area 34,975 84.68% Impervious Area Tc Length Slope iin) (feet) (ft/ft) 2.8 200 0.0110 Capacity Description 1.18 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" Existing Mod MN-RPBCWD_v1_At1asf4 Snowmelt Prepared by CEI Engineering Associates, Inc HvdroCAD® 10.00-20 s/n 02540 © 2017 HvdroCAD Software S 10d 100yr 10 -Day Snowmelt Rainfall=7.20" Summary for Subcatchment B: WEST Runoff = 0.09 cfs @ 121.40 hrs, Volume= 0.242 af, Depth> 5.78" Printed 11/29/2017 Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs MN-RPBCWD_v1 Atlas l4 Snowmelt_10d_100yr 10 -Day Snowmelt Rainfall=7.20" Area (sf) CN Description 12,600 80 >75% Grass cover, Good, HSG D 9,250 98 Roofs, HSG C 21,850 88 Weighted Average 12,600 57.67% Pervious Area 9,250 42.33% Impervious Area Tc Length Slope min) (feet) (f ift) 18.9 150 0.0100 Description 0.13 Sheet Flow, Grass: Short n=0.150 P2=2.86" Existing Mod MN-RPBCWD 0_Atlasl4 Snowmelt 10d 100yr 10 -Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc _ Printed 11/29/2017 Summary for Reach T: TOTAL Inflow Area = 1.450 ac, 70.03% Impervious, Inflow Depth > 6.32" for 10 -Day Snowmelt event Inflow = 0.27 cfs @ 121.23 hrs, Volume= 0.764 of Outflow = 0.27 cfs @ 121.23 hrs, Volume= 0.764 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs APPENDIX E STATE HIGHWAY 5 ® BRE BENCHMARK ..am STORMWATER SUMMARY TTorW.mu rflawry wEA- a.s xnEa m a Ia 6P gauNMn W EA. xl.w xmm> 11XFP6gE A xw FaM1I WLL eF uawFm. rre vaWfwuuWA-x.a Ac RE IMFFIMgMA4A-I.@M FRi P9MW6MYA-0.$NW rWi NF£gNggNi/.-O.6d AC PH%xlMgi Wim (6SI P II Galin NflL]W]NwWIE-nM MXM - 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