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Stormwater Report 03-17-16�]RGreal I i ammm= Latest Revision: March 17`h, 2016 Chick-fil-A 5200 Buffington Road Atlanta, Georgia 30349-2998 Phone: 404-684-8530 Mr. Jason Hill HRG Job: 86150413 Prepared by: Erik Hertel Reviewed by: Todd Richards, P.E. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. DATE TODD M. RICHARDS LIC.NO. 52503 INDEX Design Notes • Existing Conditions • Proposed Conditions • Erosion Control Drainage Calculations • Rational Method "C" Calculation • Hydro CAD Calculations (Existing Conditions) • Hydro CAD Calculations (Proposed Conditions) • Stormwater Infiltration Calculations • Stormwater Quality Calculations • Hydraflow Plan View • Hydraflow IDF Curve • Hydraflow DOT Tabulation • Hydraflow Profiles • Inlet Capacities • Weir Overflow Calculations Exhibits • Existing Conditions Exhibit (EX -1) • Proposed Drainage Areas Exhibit -2 (EX -2) • Grading Plan (C-3.0) • Erosion Control Plan (C-3.1) References • RPBCWD Atlas 14 Rainfall Data • MPCA Stormwater Manual Design Infiltration Rates • MN DOT Drainage Manual Table 3.11 (RCN Values) Tab 1 Tab 2 Tab 3 OF1Zl Tab 1 Design Notes Design Notes Background Chick-fil-A (CFA) is proposing the construction of a 4,775 square foot free-standing restaurant with associated parking lot and utilities located at Lot 2 of the Zamor Addition in the City of Chanhassen, Minnesota. This project is located at 445 West 79th Street, or more generally on the northwest corner of the intersection of State Trunk Highway No. 5 and Great Plains Boulevard. This drainage report was prepared in accordance with the stormwater requirements stated in Chapter 19 of the City of Chanhassen's City Code, Riley Purgatory Bluff Creek Watershed District Rules, and the Minnesota Pollution Control Agency's Stormwater Manual. Existing Conditions The subject CFA lease parcel is currently two separate lots. The western parcel is currently a developed lot with an existing building and associated parking lot, and the eastern parcel is a vacant lot. As part of this project, the two lots will be consolidated and the proposed parcel will be approximately 1.32 acres in size. In the existing condition, the impervious and pervious areas within the overall parcel are calculated to be 37,874 square feet and 19,714 square feet respectively, resulting in the site to be 65% impervious. Based on the impervious and pervious coefficients of 0.95 and 0.35, the proposed weighted runoff coefficient for the parcel in the existing condition is calculated to be 0.74. The site slopes generally from northeast to southwest. The existing bituminous parking lot has been designed with a range of two to four percent slopes. Runoff generated by the parking lot is directed around the building towards the west property line via sheet flow. Stormwater runoff sheet flows to a low point gutter outlet at this property line which conveys the runoff from the existing development and the western neighboring development south towards an existing 15 -inch flared end section at an elevation of 945.76. This outlet pipe is then tributary to the storm sewer within the Minnesota DOT right-of-way where it is directed south across STH No. 5. The eastern half of the subject property is an undeveloped grassed area that slopes from north to south at approximate 10 percent slopes. This area drains to an existing vegetated swale located along the south property line. This shallow swale flows west at approximate one to two percent slopes to the same 15 -inch flared end section as stated previously. All on-site stormwater, in the site's existing condition, is tributary to the DOT storm sewer system. Exhibit EX -1 details the site's existing pervious areas, slopes, and drainage patterns. Per the geotechnical report, prepared by Giles Engineering Associates, the underlying soils present on-site are mainly comprised of sandy and silty clays. As such, the existing soils have been assumed to have a classification of Hydrologic Soil Group D. The MPCA Stormwater Manual states that Group D soils have an infiltration rate of 0.06 inches per hour. Per Table 3.11 of the Minnesota DOT Drainage Manual, all impervious and pervious areas have been assigned an RCN value of 98 and 80 respectively. The site's existing runoff rates for the 2 -year, 10 -year, 100 -year, and 100 -year 10 -day snowmelt events were calculated to be 4.14 cfs, 6.61 cfs, 12.28 cfs, and 1.61 cfs respectively. Proposed Conditions The proposed improvements to the site consist of the construction of a free-standing Chick-fil-A restaurant, reconstruction of the existing parking lot, installation of an on-site storm sewer system, underground detention system, and the installation of other associated utilities. In the proposed condition, the impervious and pervious areas within the parcel are calculated to be 44,628 square feet and 12,960 square feet respectively, resulting in the site to be 77% impervious. The proposed improvements will create an additional 6,754 square feet of impervious surface. The parcel's proposed impervious/pervious areas are delineated on Exhibit EX -2. Based on impervious and pervious coefficients of 0.95 and 0.35, the proposed weighted runoff coefficient for the parcel in the complete buildout condition is calculated to be 0.81. The Chick-fil-A site will be required to meet the stormwater requirements set forth by the Riley Purgatory Bluff Creek Watershed District and the City of Chanhassen. These requirements include limiting the peak stormwater runoff to that of the existing conditions, stormwater abstraction, and treatment of stormwater to remove total phosphorus and total suspended solids. Stormwater Abstraction The Rules of the Riley Purgatory Bluff Creek Watershed District Codes states that the proposed Chick-fil-A development will need to provide for the abstraction of 1.1 inches of runoff from all impervious surfaces within the parcel. This results in the site having to abstract a total of 4,091 cubic feet of stormwater. Per discussions with the City and the Watershed, this site will be required to infiltrate the entire volume and providing an underdrain within the StormTech system will not be acceptable. As such, the required abstraction volume will be stored within the open graded aggregate below the bottom of the chambers of the StormTech system and surrounding the system. The abstraction volume water level was calculated to be 945.87 based on the volume calculation included in this report. To detain the required volume, the invert of the outlet weir has been set at this elevation. Since the existing underlying soils are mostly made up of clays and have a maximum infiltration rate of 0.06 inches per hour, the foot print of the open graded aggregate layer under the StormTech chambers had to be expanded throughout the parking lot. The total required foot print to infiltrate 4,091 cubic feet of stormwater within 48 hours was calculated to be approximately 17,100 square feet. All abstraction and infiltration calculations have been included in this report. Peak Runoff Rates & Stormwater Detention The Rules of the Riley Purgatory Bluff Creek Watershed District and Chanhassen City Codes states the proposed development must limit peak runoff rates to of the existing conditions for the 2 -year, 10 -year, 100 -year, and 100 -year 10 -day snowmelt event for all points where stormwater discharge leaves the site. Atlas 14 rainfall data was utilized in all calculations as found on the Watershed's Permits and Rules website. The existing runoff rates were modeled using HydroCAD v10.0 utilizing a Type II Distribution as required by the Chanhassen City Code. The table below notes the calculated existing runoff rates for each storm event. Peak Release Rates(Existing Condition 2 -Year 10 -Year 100 -Year 100 -Year, 10 -Day Snowmelt 4.14 cfs 6.61 cfs 12.28 cfs 1.61 cfs In order to control the proposed release rates to be at or below the existing, the site has been designed to utilize an underground stormwater detention system and a restrictor structure. It has been calculated that the Chick-fil-A site will need to provide for 7,154 cubic feet of storage. A StormTech underground detention facility will be utilized to achieve the required stormwater detention volume. A total of 130 SC -310 chambers, including the surrounding open graded aggregate, will provide 7,279 cubic feet of storage. There will be an 8 -inch open graded aggregate layer below the bottom of the StormTech chambers and outside of the footprint of the chambers. The open graded aggregate will surround the chambers and be placed at a depth of 6 -inches over the top of the chambers. The open graded aggregate is identified as having a 35 percent void spacing. The StormTech and open graded aggregate volume calculations are included in this report. The 100 -year high water level within the system was calculated to be 947.52. The StormTech system will outlet to a precast restrictor structure located just south of the system. In order to meet the maximum release rates stated previously, the structure has been designed with a rectangular weir. The weir has been designed with a 1.75 foot width that will be set at an invert elevation of 945.87. The top of the weir has been set at the top of detention system elevation of 947.63 in order to maximize the storage volume. HydroCAD was utilized to calculate the proposed peak release rates which can be seen in the table below. Peak Release Rates (Proposed Condition 2 -Year 10 -Year 100 -Year 100 -Year, 10 -Day Snowmelt 2.54 cfs 6.08 cfs 12.13 cfs 1.56 cfs As can be seen from the table, all the proposed peak rates are less than the existing thus meeting the requirements. All HydroCAD calculations have been included in this report. Any runoff generated by events greater than the 100 -year storm will overtop the five foot wide weir wall. The additional flow that can be conveyed over the weir is 4.4 cfs for a total of 12.57 cfs. In an emergency situation (weir blocked) the stormwater will begin to flow out of structures ST -19 and ST -22. All tributary stormwater generated by the site will be routed to Nyloplast structures and then to the header pipes of the StormTech system. The lateral pipes coming from the header pipe will connect to the StormTech chambers at an elevated invert to force the low flow events through the isolator rows within the StormTech system. These isolator rows will utilize a geotextile to prevent the migration of debris and sediment into the aggregate layer. Stormwater Qualit The Chick-fil-A development will have to meet certain water quality requirements as required by the Watershed District Rules. Their rules state that each site must provide for at least sixty percent annual removal efficiency for total phosphorus and at least ninety percent annual removal efficiency for total suspended solids from the stormwater runoff. The proposed development will be utilizing a StormTech system with isolator rows, open graded aggregate layer below the chamber system and throughout portions of the parking lot, catch basins with sumps, and a vegetated swale. WinSLAMM v10.1.6 was utilized to calculate the annual removal efficiencies for suspended solids and total phosphorus from all on-site captured runoff. It was calculated that the proposed controls will remove 87.01 percent total phosphorus and 89.76 percent total suspended solids. The WinSLAMM output summaries have been included in this report. Storm Sewer Stormwater runoff generated by the individual drainage areas within the CFA site will be collected into the site's proposed storm sewer system. This system will route the runoff to the StormTech system. The CFA storm sewer system was designed to accommodate the 100 -year storm event using Hydraflow Storm Sewers for AutoCAD Civil3D, 2013. The Riley Purgatory Bluff Creek Watershed Atlas 14 rainfall data for the 100 -year event was utilized. On-site drainage areas were defined for each individual storm sewer catch basin. These drainage areas can be seen in Exhibit EX -2 and are also noted in the Rational "C" Calculation table included in this report. The times of concentration used in calculation for each drainage area were assumed to be 5 minutes due to short on-site flow paths. The total stormwater flow generated by the CFA development (DA -1 thru DA - 11) for the 100 -year event, in the full buildout condition, was calculated to be 10.57 cfs which will be directed to the StormTech system. The Hydraflow model was also utilized to calculate the HGL of the storm sewers, verifying that the HGL is below the rim elevations of the storm structures. The Hydraflow model and inlet capacity calculations have been included in this report. Stormwater flows generated by rain events greater than the 100 -year event will be directed overland towards the southwest and to STH No. 5. The proposed condition overland flow routes are delineated as bold arrows on Exhibit EX -2. A proposed restrictor structure located at the outlet of the StormTech system will control the release to the 21 -inch downstream pipe. The 21 -inch pipe will outlet to a shallow depressional area. The outlet pipe has been sized accordingly in order to convey the 100 -year event out of the StormTech system. The depressional area will outlet to a proposed 15 -inch RCP which will connect online of the existing Minnesota DOT storm sewer. The existing 15 -inch flared end section, as noted in the Existing Condition section, was not able to be utilized due to grading and cover constraints throughout the site. Stormwater runoff generated by the area east of the drive-thru lane (DA -12) will flow to the southwest to an improved vegetated swale. The existing swale will be re -graded and a new 12 -inch culvert will be introduced underneath the proposed sidewalk connection. All flow generated by this area will be tributary to the proposed 15 -inch flared end section as noted previously. Should the 15 -inch outlet pipe reach capacity during the emergency storm event, stormwater would overflow to the west, matching the existing drainage patterns. Erosion Control Installation of sediment and erosion control measures will be placed prior to the start of construction. Silt filter fences and inlet protection baskets are planned to control erosion and silt displacement until vegetation is established. The Erosion Control Plan for this project has been included in the engineering plan set (Sheet C-3.1). Tab 2 Drainage Calculations Project #. 86150413 Project CHICK FILA By ECH Date 2/152046 Location CHANHASSEN,1MIN Checked Date Revised ECH Date 3/162046 BASIN NO. AREA (SQ -FT) AREA PAVED AREA GRASS %PAVED 0.95 %GRASS 0.35 RUNOFF ..C.. AREA (acres) CFA LEASE PARCEL EXISTING CONDITION 57588 37,874 19714 6670 3445 074 132. PROPOSED CONDITION 57588 44,628 12960 7770 2340 0.91'. 132. DRAINAGE AREAS (ONSITE STORM SEWER) DA -1 2527 2460 67 9770 3% 093 006. DA -2 5319 5175 144 97% '. 3% 0.93 042 DA -3 10 023 9 516 507 95% ', 5% 0.92 0.23 DAA 10417 8328 2089 80% ', 20% 0.93 024 DA 2372 1654 718 749k d. 300h 0,77 0,05< DA 5986 2904 3082 40k d. 510h 0,64 0,14< DA 2818 2818 0 100%d. O% 0,95 0,065 DA 8 1 225 1 225 0 100v d. 04e 096 0035 DA 1181 1181 0 100v d. 0c 096 0035 DA 10 1 174 1174 0 100v d. 0c 096 0035 DA 11 1 152 1 152 0 100% d. 0% 0.95 093'. DRAINAGE AREAS (TO'. CULVERT) DA 12 7 186 73 7 113 1% -- 99% 0,36 0,16 ABSTRACTION RPBCW Rules (Section 3.2c) Proposed New and/or Reconstructed 44628 SF Impervious Surface (CFA Site). Abstraction of 11" from Impervious Surfaces: 4,091 CF 0:A86150413VDesignACalcAStormA86150413_caloRational-C Also Page 1 of 1 CFA Parcel (Impervious) OU Outfall CFA Parcel (Pervious) Subcat; Reach On Link: Routing Diagram for 86150413 existing -conditions HydroCAD r=' Prepared by HR Green, Inc., Printed 3/17/2016 HydroCADO 10.00-15 s/n 01358 O 2015 HydroCAD Software Solutions LLC Exisitng Conditions 86150413 existing-conditions_HydroCAD Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.869 98 Impervious (1) 0.453 80 Pervious (2) 1.322 92 TOTAL AREA Exisitng Conditions 86150413_existing-con ditions_HydroCAD Type// 24 -hr 2 -yr Rainfall=2.87' Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 3 Time span=0.08-48.00 hrs, dt=0.08 hrs, 600 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: CFA Parcel (Impervious) Runoff Area=37,874 sf 100.00% Impervious Runoff Depth=2.64" Tc=5.0 min CN=98 Runoff=3.29 cfs 0.191 of Subcatchment2: CFA Parcel (Pervious) Runoff Area=19,714 sf 0.00% Impervious Runoff Depth=1.15' Tc=5.0 min CN=80 Runoff=0.87 cfs 0.043 of Pond OUT: Outfall Inflow=4.14 cfs 0.235 of Primary=4.14 cfs 0.235 of Total Runoff Area = 1.322 ac Runoff Volume = 0.235 of Average Runoff Depth = 2.13" 34.23% Pervious = 0.453 ac 65.77% Impervious = 0.869 ac Exisitng Conditions 86150413_existing-con ditions_HydroCAD Type// 24 -hr 2 -yr Rainfall=2.87' Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 4 Summary for Subcatchment 1: CFA Parcel (Impervious) Runoff = 3.29 cfs @ 11.94 hrs, Volume= 0.191 af, Depth= 2.64" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 2 -yr Rainfall=2.87" Area (sf CN Description ' 37,874 98 Impervious 37,874 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1: CFA Parcel (Impervious) 3.21, 3 U 2 U. Hydrograph �',. I. '. '. I. I ❑Runoff Type 11 24 -hr 2 -yr Rainfall=2.87" Runoff Area=37,874 sf Runoff Volume=0.191 of Runoff Depth=2.64rr Tc=50 min CN=98 Time (hours) Exisitng Conditions 86150413_existing-con ditions_HydroCAD Type// 24 -hr 2 -yr Rainfall=2.87' Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 5 Summary for Subcatchment 2: CFA Parcel (Pervious) Runoff = 0.87 cfs @ 11.96 hrs, Volume= 0.043 af, Depth= 1.15' Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 2 -yr Rainfall=2.87" Area (sf CN Description 19,714 80 Pervious 19,714 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2: CFA Parcel (Pervious) Hydrograph 0.95 0;.87 CfS �. ❑Runoff 0.9 0.85 _ ... Type II 24 -hr 0°5 2 -yr Rainfall=2.87" 07 Runoff Area=19,714 sf 0.65 0.6 Runoff Volume=0.043 of 0.55 Runoff Depth -1.15" 0 0.45 u 1 Tc=5.0 min 0.4 0.35 CN=80 0.3 - 0.25 0.2 0.15 0.1 Time (hours) Exisitng Conditions 86150413_existing-con ditions_HydroCAD Type// 24 -hr 2 -yr Rainfall=2.87' Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 6 Summary for Pond OUT: Outfall Inflow Area = 1.322 ac, 65.77% Impervious, Inflow Depth = 2.13" for 2 -yr event Inflow = 4.14 cfs @ 11.95 hrs, Volume= 0.235 of Primary = 4.14 cfs @ 11.95 hrs, Volume= 0.235 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Pond OUT: Outfall Hydrograph -. 0 Inflow �. n Primary 4.1 cfs Inflow Area -1.322 ac 4- g .. 71 M 2 - Time (hours) Exisitng Conditions 86150413_existing-con ditions_HydroCAD Type 1124 -hr 10 -yr Rainfall=4.27' Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 7 Time span=0.08-48.00 hrs, dt=0.08 hrs, 600 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: CFA Parcel (Impervious) Runoff Area=37,874 sf 100.00% Impervious Runoff Depth=4.03" Tc=5.0 min CN=98 Runoff=4.94 cfs 0.292 of Subcatchment2: CFA Parcel (Pervious) Runoff Area=19,714 sf 0.00% Impervious Runoff Depth=2.27" Tc=5.0 min CN=80 Runoff=1.68 cfs 0.085 of Pond OUT: Outfall Inflow=6.61 cfs 0.378 of Primary=6.61 cfs 0.378 of Total Runoff Area = 1.322 ac Runoff Volume = 0.378 of Average Runoff Depth = 3.43" 34.23% Pervious = 0.453 ac 65.77% Impervious = 0.869 ac Exisitng Conditions 86150413_existing-con ditions_HydroCAD Type 1124 -hr 10 -yr Rainfall=4.27' Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 8 Summary for Subcatchment 1: CFA Parcel (Impervious) Runoff = 4.94 cfs @ 11.94 hrs, Volume= 0.292 af, Depth= 4.03" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 10 -yr Rainfall=4.27" Area (sf CN Description 37,874 98 Impervious 37,874 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1: CFA Parcel (Impervious) Hydrograph �.. ❑Runoff Type II 24 -hr 10' -yr Rainfall=4.27 Runoff Area=37,874 sf Runoff Volume=0.292 of Runoff Depth=4.03 Tc=50 min CN=98 Time (hours) Exisitng Conditions 86150413_existing-con ditions_HydroCAD Type 1124 -hr 10 -yr Rainfall=4.27' Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 9 Summary for Subcatchment 2: CFA Parcel (Pervious) Runoff = 1.68 cfs @ 11.96 hrs, Volume= 0.085 af, Depth= 2.27" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 10 -yr Rainfall=4.27" Area (sf CN Description 19,714 80 Pervious 19,714 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2: CFA Parcel (Pervious) Hydrograph Time (hours) Type II 24 -hr 10' -yr Rainfall=4.27" Runoff Area=19,714 sf Runoff Volume=0.085 of Runoff Depth=2.27 Tc=50 min CN=80 Runoff Exisitng Conditions 86150413existi ng -con d itions_Hyd roCA D Type 1124 -hr 10 -yr Rainfafi=4.27" Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS10.00-15 s/n01358 @ 2015 HydroCAD Software Solutions LLC Page 10 Summary for Pond OUT: Outfall Inflow Area = 1.322 ac, 65.77% Impervious, Inflow Depth = 3.43" for 10 -yr event Inflow = 6.61 cfs @ 11.95 hrs, Volume= 0.378 of Primary = 6.61 cfs @ 11.95 hrs, Volume= 0.378 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Pond OUT: Outfall Hydrograph F inflow n Primaryl 7 6.61 cfs� Inflow Area=1.322 ac 6 5 4, .2 LL3 2 Time (hours) Exisitng Conditions 86150413_existing-con ditions_HydroCAD Typel124-hr 100-yrRainfall=7.41" Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 11 Time span=0.08-48.00 hrs, dt=0.08 hrs, 600 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: CFA Parcel (Impervious) Runoff Area=37,874 sf 100.00% Impervious Runoff Depth=7.17" Tc=5.0 min CN=98 Runoff=8.62 cfs 0.520 of Subcatchment2: CFA Parcel (Pervious) Runoff Area=19,714 sf 0.00% Impervious Runoff Depth=5.07" Tc=5.0 min CN=80 Runoff=3.66 cfs 0.191 of Pond OUT: Outfall Inflow=12.28 cfs 0.711 of Primary=12.28 cfs 0.711 of Total Runoff Area = 1.322 ac Runoff Volume = 0.711 of Average Runoff Depth = 6.45" 34.23% Pervious = 0.453 ac 65.77% Impervious = 0.869 ac Exisitng Conditions 86150413_existing-con ditions_HydroCAD Typel124-hr 100-yrRainfall=7.41" Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 12 Summary for Subcatchment 1: CFA Parcel (Impervious) Runoff = 8.62 cfs @ 11.94 hrs, Volume= 0.520 af, Depth= 7.17" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 100 -yr Rainfall=7.41" Area (sf CN Description 37,874 98 Impervious 37,874 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1: CFA Parcel (Impervious) 9.: 8.6; 8 6' 5. LL 4. 3: 2 1- t Hydrograph Time (hours) ❑Runoff Type II 24 -hr 100' -yr Rainfall=7.41" Runoff Area=37,874 sf Runoff Volume=0.520 of Runoff Depth=7.17 --Tc=5.0 min CN=98_ Exisitng Conditions 86150413_existing-con ditions_HydroCAD Typel124-hr 100-yrRainfall=7.41" Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 13 Summary for Subcatchment 2: CFA Parcel (Pervious) Runoff = 3.66 cfs @ 11.95 hrs, Volume= 0.191 af, Depth= 5.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 100 -yr Rainfall=7.41" Area (sf CN Description 19,714 80 Pervious 19,714 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2: CFA Parcel (Pervious) Hydrograph q 3.66-� ❑Runoff cfs Type II 24 -hr 100' -yr Rainfall=7.41" Runoff Area=19,714 sf Runoff Volume=0.191 of Runoff Depth=5.07" LL 2 Tc=50 min CN=80 Time (hours) Exisitng Conditions 86150413_existing-con ditions_HydroCAD Typel124-hr 100-yrRainfall=7.41" Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Summary for Pond OUT: Outfall Inflow Area = 1.322 ac, 65.77% Impervious, Inflow Depth = 6.45' for 100 -yr event Inflow = 12.28 cfs @ 11.94 hrs, Volume= 0.711 of Primary = 12.28 cfs @ 11.94 hrs, Volume= 0.711 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Pond OUT: Outfall Hydrograph F0_1 nA om n Primary 13' 12.28 cfs Inflow'Area=1.322 ac 12 ,1- ,0- N 9- 7 3 ° 61 rj_ 4 18 20 22 24 26 Time (hours) Existing Conditions (Snow Melt) 86150413_existing-con ditions_HydroC Type// 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 1 Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: CFA Parcel (Impervious) Runoff Area=37,874 sf 100.00% Impervious Runoff Depth>6.96" Tc=5.0 min CN=98 Runoff=1.06 cfs 0.504 of Subcatchment2: CFA Parcel (Pervious) Runoff Area=19,714 sf 0.00% Impervious Runoff Depth>6.96" Tc=5.0 min AMC Adjusted CN=98 Runoff=0.55 cfs 0.262 of Pond OUT: Outfall Inflow=1.61 cfs 0.767 of Primary=1.61 cfs 0.767 of Total Runoff Area = 1.322 ac Runoff Volume = 0.767 of Average Runoff Depth = 6.96" 34.23% Pervious = 0.453 ac 65.77% Impervious = 0.869 ac Existing Conditions (Snow Melt) 86150413_existing-con ditions_HydroC Type// 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 2 Summary for Subcatchment 1: CFA Parcel (Impervious) Runoff = 1.06 cfs @ 119.06 hrs, Volume= 0.504 af, Depth> 6.96" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Area (sf CN Description 37,874 98 Impervious 37,874 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1: CFA Parcel (Impervious) Hydrograph 1 01 �', I ❑Runoff Type II 24 -hr 240.00 hrs 100 Rainfall=7.20" AMC=4 Runoff Area=37,874 sf Runoff Volume=0.504 of Runoff Depth>6.96" Tc=50 min CN=98 100 110 120 130 140 150 160 170 1 Time (hours) Existing Conditions (Snow Melt) 86150413_existing-con ditions_HydroC Type// 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 2: CFA Parcel (Pervious) Runoff = 0.55 cfs @ 119.06 hrs, Volume= 0.262 af, Depth> 6.96" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Area (sf CN Adj Description 19,714 80 98 Pervious 19,714 Weighted Average 19,714 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2: CFA Parcel (Pervious) Hydrograph 0.6 ... 0.55 cfs _. D Runoff 0.55 '.. II. 24 -hr 240.00 hrs 0.5 _.Type. 100 Rainfall=7.20" 0.45 AMC=4 0.4 _ Runoff Area=19,7.1.4 sf__. 0.35 Runoff Volume=0.262-af-- 3 0.3 LL Runoff ,Depth>6.96" 0.25 Tc=5.0 min 0.2 '... AMC Adjusted CN=98 0.15 o., 0.05 100 110 120 130 Time (hours) Existing Conditions (Snow Melt) 86150413_existing-con ditions_HydroC Type// 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paoe 4 Summary for Pond OUT: Outfall Inflow Area = 1.322 ac, 65.77% Impervious, Inflow Depth > 6.96" for 100 event Inflow = 1.61 cfs @ 119.06 hrs, Volume= 0.767 of Primary = 1.61 cfs @ 119.06 hrs, Volume= 0.767 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs U 3 LL Pond OUT: Outfall Hydrograph Time (hours) F0_1 nA om Primary CFA Parcel (Impervious) CFA Parcel (Pervious) ;Subcat; Reach on Link ............/ 3tormTech Proposed Conditions 86150413_proposed-con d itions_Hyd roCA D Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.025 98 Impervious (1) 0.298 80 Pervious (2) 1.322 94 TOTAL AREA Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Type// 24 -hr 2 -yr Rainfall=2.87" Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 3 Time span=0.08-48.00 hrs, dt=0.08 hrs, 600 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: CFA Parcel (Impervious) Runoff Area=44,628 sf 100.00% Impervious Runoff Depth=2.64" Tc=5.0 min CN=98 Runoff=3.88 cfs 0.225 of Subcatchment2: CFA Parcel (Pervious) Runoff Area=12,960 sf 0.00% Impervious Runoff Depth=1.15" Tc=5.0 min CN=80 Runoff=0.58 cfs 0.029 of Pond P: StormTech Peak Elev=946.45' Storage=5,519 cf Inflow=4.43 cfs 0.254 of Outflow=2.54 cfs 0.160 of Total Runoff Area = 1.322 ac Runoff Volume = 0.254 of Average Runoff Depth = 2.30" 22.50% Pervious = 0.298 ac 77.50% Impervious = 1.025 ac Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Type// 24 -hr 2 -yr Rainfall=2.87' Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 4 Summary for Subcatchment 1: CFA Parcel (Impervious) Runoff = 3.88 cfs @ 11.94 hrs, Volume= 0.225 af, Depth= 2.64" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 2 -yr Rainfall=2.87" Area (sf CN Description 44,628 98 Impervious 44,628 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1: CFA Parcel (Impervious) Hydrograph �,.. ❑Runoff Type II 24 -hr 2 -yr Rainfall=2.87" Runoff Area=44,628 sf Runoff Volume=0.225 of Runoff Depth=2.64rr Tc=50 min CN=98 Time (hours) Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Type// 24 -hr 2 -yr Rainfall=2.87' Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 5 Summary for Subcatchment 2: CFA Parcel (Pervious) Runoff = 0.58 cfs @ 11.96 hrs, Volume= 0.029 af, Depth= 1.15' Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 2 -yr Rainfall=2.87" Area (sf CN Description 12,960 80 Pervious 12,960 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 0.6 05 0.55 0.5 0.45 0.4 0.35 0 0.3 LL 0.25 0.2 0.,5 '.. 0.1 0.05 Subcatchment 2: CFA Parcel (Pervious) Hydrograph �.. ❑Runoff Type 11 24 -hr 2 -yr Rainfall=2.87" Runoff Area=12,960 sf Runoff Volume=0.029 of Runoff Depth=1.15rr Tc=5.0 min CN=80__ Time (hours) Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Type// 24 -hr 2 -yr Rainfall=2.87" Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 6 Summary for Pond P: StormTech Inflow Area = 1.322 ac, 77.50% Impervious, Inflow Depth = 2.30" for 2 -yr event Inflow = 4.43 cfs @ 11.95 hrs, Volume= 0.254 of Outflow = 2.54 cfs @ 12.06 hrs, Volume= 0.160 af, Atten= 43%, Lag= 6.9 min Primary = 2.54 cfs @ 12.06 hrs, Volume= 0.160 of Routing by Stor-Ind method, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Peak Elev= 946.45' @ 12.06 hrs Surf.Area= 16,663 sf Storage= 5,519 cf Plug -Flow detention time= 218.0 min calculated for 0.160 of (63% of inflow) Center -of -Mass det. time= 110.1 min ( 874.3 - 764.1 ) Volume Invert Avail.Storaae Storaae Description #1A 945.13' 2,222 cf 34.83'W x 95.001 x 2.50'H Field A 8,273 cf Overall - 1,926 cf Embedded = 6,347 cf x 35.0% Voids #2A 945.80' 1,926 cf ADS StormTech SC -310 x 130 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 2.07 sf x 10 rows #3 945.13' 3,132 cf Custom Stage Data (Prismatic)Listed below 7,279 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq -ft) (%) (cubic -feet) (cubic -feet) 945.13 13,354 0.0 0 0 945.80 13,354 35.0 3,132 3,132 Device Routing Invert Outlet Devices #1 Primary 945.87' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.76 Width (feet) 1.75 1.75 Primary OutFlow Max=2.44 cfs @ 12.06 hrs HW=946.44' (Free Discharge) t--1 =Custom Weir/Orifice (Weir Controls 2.44 cfs @ 2.46 fps) 86150413_proposed -con d itions_Hyd roCA D Type 11 24 -hr Prepared by HR Green, Inc. HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Pond P: StormTech -Chamber Wizard Field A Chamber Model= ADS_StormTechSC-310 (ADS StormTech®SC-310) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 2.07 sf x 10 rows 34.0" Wide + 6.0" Spacing = 40.0" C -C Row Spacing Proposed Conditions 2 -yr Rainfall=2.87" Printed 3/17/2016 13 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 93.00' Row Length +12.0" End Stone x 2 = 95.00' Base Length 10 Rows x 34.0" Wide + 6.0" Spacing x 9 + 12.0" Side Stone x 2 = 34.83' Base Width 8.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.50' Field Height 130 Chambers x 14.7 cf +0.44' Row Adjustment x 2.07 sf x 10 Rows = 1,925.6 cf Chamber Storage 8,272.9 cf Field - 1,925.6 cf Chambers = 6,347.4 cf Stone x 35.0% Voids = 2,221.6 cf Stone Storage Chamber Storage + Stone Storage = 4,147.1 cf = 0.095 of Overall Storage Efficiency = 50.1 % 130 Chambers 306.4 cy Field 235.1 cy Stone Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Type// 24 -hr 2 -yr Rainfall=2.87' Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paoe 8 Pond P: StormTech Hydrograph D Inflow 4.43 cls I 10 Primary Inflow Area=1.322 ac Peak Elev=946.45' 4- Storage=5,519 cf_ $ N 2.54 cfs i o p.. , Al A I,,. : '....... Time (hours) Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Type 1124 -hr 10-yrRainfall=4.27" Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 9 Time span=0.08-48.00 hrs, dt=0.08 hrs, 600 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: CFA Parcel (Impervious) Runoff Area=44,628 sf 100.00% Impervious Runoff Depth=4.03" Tc=5.0 min CN=98 Runoff=5.82 cfs 0.344 of Subcatchment2: CFA Parcel (Pervious) Runoff Area=12,960 sf 0.00% Impervious Runoff Depth=2.27" Tc=5.0 min CN=80 Runoff=1.10 cfs 0.056 of Pond P: StormTech Peak Elev=946.91' Storage=6,411 cf Inflow=6.92 cfs 0.401 of Outflow=6.08 cfs 0.307 of Total Runoff Area = 1.322 ac Runoff Volume = 0.401 of Average Runoff Depth = 3.64" 22.50% Pervious = 0.298 ac 77.50% Impervious = 1.025 ac Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Type 1124 -hr 10 -yr Rainfall=4.27' Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 10 Summary for Subcatchment 1: CFA Parcel (Impervious) Runoff = 5.82 cfs @ 11.94 hrs, Volume= 0.344 af, Depth= 4.03" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 10 -yr Rainfall=4.27" Area (sf CN Description 44,628 98 Impervious 44,628 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1: CFA Parcel (Impervious) Hydrograph �,.. ❑Runoff i Type II 24 -hr 10 -yr Rainfall=4.27" Runoff Area=44,628 sf Runoff Volume=0.344 of Runoff Depth=4.03" Tc=50 min CN=98_ Time (hours) Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Type 1124 -hr 10 -yr Rainfall=4.27' Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 11 Summary for Subcatchment 2: CFA Parcel (Pervious) Runoff = 1.10 cfs @ 11.96 hrs, Volume= 0.056 af, Depth= 2.27" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 10 -yr Rainfall=4.27" Area (sf CN Description ' 12,960 80 Pervious 12,960 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2: CFA Parcel (Pervious) Hydrograph �',. I. '. '. I. I ❑Runoff Type II 24 -hr 10' -yr Rainfall=4.27" Runoff Area=12,960 sf Runoff Volume=0.056 of Runoff Depth=2.27r Tc=50 min CN=80 Time (hours) Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Type 1124 -hr 10-yrRainfall=4.27" Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 12 Summary for Pond P: StormTech Inflow Area = 1.322 ac, 77.50% Impervious, Inflow Depth = 3.64" for 10 -yr event Inflow = 6.92 cfs @ 11.94 hrs, Volume= 0.401 of Outflow = 6.08 cfs @ 12.00 hrs, Volume= 0.307 af, Atten= 12%, Lag= 3.5 min Primary = 6.08 cfs @ 12.00 hrs, Volume= 0.307 of Routing by Stor-Ind method, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Peak Elev= 946.91' @ 12.00 hrs Surf.Area= 16,663 sf Storage= 6,411 cf Plug -Flow detention time= 170.2 min calculated for 0.306 of (76% of inflow) Center -of -Mass det. time= 82.9 min ( 839.7 - 756.9) Volume Invert Avail.Storaae Storaae Description #1A 945.13' 2,222 cf 34.83'W x 95.001 x 2.50'H Field A 8,273 cf Overall - 1,926 cf Embedded = 6,347 cf x 35.0% Voids #2A 945.80' 1,926 cf ADS StormTech SC -310 x 130 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 2.07 sf x 10 rows #3 945.13' 3,132 cf Custom Stage Data (Prismatic)Listed below 7,279 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq -ft) (%) (cubic -feet) (cubic -feet) 945.13 13,354 0.0 0 0 945.80 13,354 35.0 3,132 3,132 Device Routing Invert Outlet Devices #1 Primary 945.87' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.76 Width (feet) 1.75 1.75 Primary OutFlow Max=6.03 cfs @ 12.00 hrs HW=946.90' (Free Discharge) t--1 =Custom Weir/Orifice (Weir Controls 6.03 cfs @ 3.33 fps) 86150413_proposed -con d itions_Hyd roCA D Type 11 24 -hr Prepared by HR Green, Inc. HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Pond P: StormTech -Chamber Wizard Field A Chamber Model= ADS_StormTechSC-310 (ADS StormTech®SC-310) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 2.07 sf x 10 rows 34.0" Wide + 6.0" Spacing = 40.0" C -C Row Spacing Proposed Conditions 10 -yr Rainfall=4.27" Printed 3/17/2016 13 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 93.00' Row Length +12.0" End Stone x 2 = 95.00' Base Length 10 Rows x 34.0" Wide + 6.0" Spacing x 9 + 12.0" Side Stone x 2 = 34.83' Base Width 8.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.50' Field Height 130 Chambers x 14.7 cf +0.44' Row Adjustment x 2.07 sf x 10 Rows = 1,925.6 cf Chamber Storage 8,272.9 cf Field - 1,925.6 cf Chambers = 6,347.4 cf Stone x 35.0% Voids = 2,221.6 cf Stone Storage Chamber Storage + Stone Storage = 4,147.1 cf = 0.095 of Overall Storage Efficiency = 50.1 % 130 Chambers 306.4 cy Field 235.1 cy Stone 86150413_proposed -con d itions_Hyd roCA D Type 11 24 -hr Prepared by HR Green, Inc. HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Pond P: StormTech Hydrograph Proposed Conditions 10 -yr Rainfall=4.27' Printed 3/17/2016 D Inflow S 1 - 0 Primary Inflow Area=1.322 ac Peak Elev=946.91' Storage=6,411 cf Time (hours) 6.92 c 7 6, 6.08 cls 5- =, o LL 3- 2 Pond P: StormTech Hydrograph Proposed Conditions 10 -yr Rainfall=4.27' Printed 3/17/2016 D Inflow S 1 - 0 Primary Inflow Area=1.322 ac Peak Elev=946.91' Storage=6,411 cf Time (hours) Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Typel124-hr 100-yrRainfall=7.41" Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 15 Time span=0.08-48.00 hrs, dt=0.08 hrs, 600 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: CFA Parcel (Impervious) Runoff Area=44,628 sf 100.00% Impervious Runoff Depth=7.17" Tc=5.0 min CN=98 Runoff=10.16 cfs 0.612 of Subcatchment2: CFA Parcel (Pervious) Runoff Area=12,960 sf 0.00% Impervious Runoff Depth=5.07" Tc=5.0 min CN=80 Runoff=2.41 cfs 0.126 of Pond P: StormTech Peak Elev=947.52' Storage=7,153 cf Inflow=12.56 cfs 0.738 of Outflow= 12.13 cfs 0.644 of Total Runoff Area = 1.322 ac Runoff Volume = 0.738 of Average Runoff Depth = 6.70" 22.50% Pervious = 0.298 ac 77.50% Impervious = 1.025 ac Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Typel124-hr 100-yrRainfall=7.41" Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 16 Summary for Subcatchment 1: CFA Parcel (Impervious) Runoff = 10.16 cfs @ 11.94 hrs, Volume= 0.612 af, Depth= 7.17" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 100 -yr Rainfall=7.41" Area (sf CN Description 44,628 98 Impervious 44,628 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1: CFA Parcel (Impervious) Hydrograph 11.. 10.16 cfs ❑ Runorr 10- Type 11 24 -hr 91 100 -yr Rainfall=7.41 a Runoff Area=44,628 sf RunoffVolume=0.612 of 6.:, Runoff Depth=7.17" LL 5 Tc=5.0 min CN -98 3.:-' 2. Time (hours) Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Typel124-hr 100-yrRainfall=7.41" Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 17 Summary for Subcatchment 2: CFA Parcel (Pervious) Runoff = 2.41 cfs @ 11.95 hrs, Volume= 0.126 af, Depth= 5.07" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Type II 24 -hr 100 -yr Rainfall=7.41" Area (sf CN Description ' 12,960 80 Pervious 12,960 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 2.4 2 N U. 1 0 Subcatchment 2: CFA Parcel (Pervious) Hydrograph �',. I. '. '. I. I ❑Runoff Type II 24 -hr 100' -yr Rainfall=7.41"- Runoff Area=12,960 sf Runoff Volume=0.126 of Runoff Depth=5.07" Tc=50 min CN=80 Time (hours) Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Typel124-hr 100-yrRainfall=7.41" Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 18 Summary for Pond P: StormTech Inflow Area = 1.322 ac, 77.50% Impervious, Inflow Depth = 6.70" for 100 -yr event Inflow = 12.56 cfs @ 11.94 hrs, Volume= 0.738 of Outflow = 12.13 cfs @ 11.98 hrs, Volume= 0.644 af, Atfen= 3%, Lag= 2.2 min Primary = 12.13 cfs @ 11.98 hrs, Volume= 0.644 of Routing by Stor-Ind method, Time Span= 0.08-48.00 hrs, dt= 0.08 hrs Peak Elev= 947.52' @ 11.98 hrs Surf.Area= 16,663 sf Storage= 7,153 cf Plug -Flow detention time= 125.1 min calculated for 0.643 of (87% of inflow) Center -of -Mass det. time= 63.6 min ( 811.7 - 748.1 ) Volume Invert Avail.Storaae Storaae Description #1A 945.13' 2,222 cf 34.83'W x 95.001 x 2.50'H Field A 8,273 cf Overall - 1,926 cf Embedded = 6,347 cf x 35.0% Voids #2A 945.80' 1,926 cf ADS StormTech SC -310 x 130 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 2.07 sf x 10 rows #3 945.13' 3,132 cf Custom Stage Data (Prismatic)Listed below 7,279 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq -ft) (%) (cubic -feet) (cubic -feet) 945.13 13,354 0.0 0 0 945.80 13,354 35.0 3,132 3,132 Device Routing Invert Outlet Devices #1 Primary 945.87' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.76 Width (feet) 1.75 1.75 Primary OutFlow Max=11.52 cfs @ 11.98 hrs HW=947.46' (Free Discharge) t--1 =Custom Weir/Orifice (Weir Controls 11.52 cfs @ 4.13 fps) 86150413_proposed -con d itions_Hyd roCA D Type 11 24 -hr Prepared by HR Green, Inc. HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Pond P: StormTech -Chamber Wizard Field A Chamber Model= ADS_StormTechSC-310 (ADS StormTech®SC-310) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 2.07 sf x 10 rows 34.0" Wide + 6.0" Spacing = 40.0" C -C Row Spacing Proposed Conditions 100 -yr Rainfall=7.41 " Printed 3/17/2016 13 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 93.00' Row Length +12.0" End Stone x 2 = 95.00' Base Length 10 Rows x 34.0" Wide + 6.0" Spacing x 9 + 12.0" Side Stone x 2 = 34.83' Base Width 8.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.50' Field Height 130 Chambers x 14.7 cf +0.44' Row Adjustment x 2.07 sf x 10 Rows = 1,925.6 cf Chamber Storage 8,272.9 cf Field - 1,925.6 cf Chambers = 6,347.4 cf Stone x 35.0% Voids = 2,221.6 cf Stone Storage Chamber Storage + Stone Storage = 4,147.1 cf = 0.095 of Overall Storage Efficiency = 50.1 % 130 Chambers 306.4 cy Field 235.1 cy Stone Proposed Conditions 86150413_proposed -con d itions_Hyd roCA D Typel124-hr 100-yrRainfall=7.41" Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paoe 20 Pond P: StormTech Hydrograph 14- D Inflow 12.56 cfS 0 Primary 13 12.13 cfs Inflow Area=1.322 ac 1211 Peak Elev=947.52' Storage=7,153 cf s 8-. 3 7 o r� 6:. 4- 3 ;. 2 Time (hours) 86150413_proposed -con d itions_Hyd roCA D Type 11 24 -hr Prepared by HR Green, Inc. HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Elevation Storage (feet) (cubic -feet) 945.13 0 945.15 117 945.17 233 945.19 350 945.21 467 945.23 583 945.25 700 945.27 816 945.29 933 945.31 1,050 945.33 1,166 945.35 1,283 945.37 1,400 945.39 1,516 945.41 1,633 945.43 1,750 945.45 1,866 945.47 1,983 945.49 2,100 945.51 2,216 945.53 2,333 945.55 2,449 945.57 2,566 945.59 2,683 945.61 2,799 945.63 2,916 945.65 3,033 945.67 3,149 945.69 3,266 945.71 3,383 945.73 3,499 945.75 3,616 945.77 3,733 945.79 3,849 945.81 3,939 945.83 3,991 945.85 4,043 945.87 4,095 945.89 4,147 945.91 4,199 945.93 4,251 945.95 4,302 945.97 4,354 945.99 4,405 946.01 4,456 946.03 4,507 946.05 4,557 946.07 4,608 946.09 4,658 946.11 4,708 946.13 4,758 946.15 4,807 Stage -Area -Storage for Pond P: StormTech Elevation Storage (feet) (cubic -feet) 946.17 4,857 946.19 4,906 946.21 4,954 946.23 5,003 946.25 5,051 946.27 5,099 946.29 5,146 946.31 5,194 946.33 5,241 946.35 5,287 946.37 5,334 946.39 5,380 946.41 5,425 946.43 5,471 946.45 5,516 946.47 5,561 946.49 5,605 946.51 5,649 946.53 5,693 946.55 5,736 946.57 5,778 946.59 5,820 946.61 5,862 946.63 5,903 946.65 5,944 946.67 5,984 946.69 6,024 946.71 6,063 946.73 6,102 946.75 6,140 946.77 6,177 946.79 6,213 946.81 6,249 946.83 6,284 946.85 6,317 946.87 6,350 946.89 6,381 946.91 6,412 946.93 6,441 946.95 6,470 946.97 6,497 946.99 6,524 947.01 6,551 947.03 6,577 947.05 6,602 947.07 6,627 947.09 6,652 947.11 6,676 947.13 6,700 947.15 6,723 947.17 6,746 947.19 6,769 Elevation Storage (feet) (cubic -feet) 947.21 6,792 947.23 6,815 947.25 6,839 947.27 6,862 947.29 6,885 947.31 6,908 947.33 6,931 947.35 6,954 947.37 6,978 947.39 7,001 947.41 7,024 947.43 7,047 947.45 7,070 947.47 7,093 947.49 7,117 947.51 7,140 947.53 7,163 947.55 7,186 947.57 7,209 947.59 7,232 947.61 7,255 947.63 7,279 Proposed Conditions 100 -yr Rainfall=7.41 " Printed 3/17/2016 Proposed Conditions (Snow Melt) 86150413_proposed -con d itions_Hyd ro Type// 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 22 Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR -20 method, UH=SCS, Weighted -Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: CFA Parcel (Impervious) Runoff Area=44,628 sf 100.00% Impervious Runoff Depth>6.96" Tc=5.0 min CN=98 Runoff=1.25 cfs 0.594 of Subcatchment2: CFA Parcel (Pervious) Runoff Area=12,960 sf 0.00% Impervious Runoff Depth>6.96" Tc=5.0 min AMC Adjusted CN=98 Runoff=0.36 cfs 0.173 of Pond P: StormTech Peak Elev=946.29' Storage=5,147 cf Inflow=1.61 cfs 0.767 of Outflow=1.56 cfs 0.672 of Total Runoff Area = 1.322 ac Runoff Volume = 0.767 of Average Runoff Depth = 6.96" 22.50% Pervious = 0.298 ac 77.50% Impervious = 1.025 ac Proposed Conditions (Snow Melt) 86150413_proposed -con d itions_Hyd ro Type// 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 23 Summary for Subcatchment 1: CFA Parcel (Impervious) Runoff = 1.25 cfs @ 119.06 hrs, Volume= 0.594 af, Depth> 6.96" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Area (sf CN Description 44,628 98 Impervious 44,628 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1: CFA Parcel (Impervious) Hydrograph 1.2 �', I ❑Runoff Type II 24 -hr 240.00 hrs 100 Rainfall=7.20" AMC=4 Runoff Area=44,628 sf Runoff Volume=0.594 of Runoff Depth>6.96" Tc=50 min CN=98 100 110 120 130 140 150 160 170 1 Time (hours) Proposed Conditions (Snow Melt) 86150413_proposed -con d itions_Hyd ro Type// 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 24 Summary for Subcatchment 2: CFA Parcel (Pervious) Runoff = 0.36 cfs @ 119.06 hrs, Volume= 0.173 af, Depth> 6.96" Runoff by SCS TR -20 method, UH=SCS, Weighted -Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Area (sf CN Adj Description ' 12,960 80 98 Pervious 12,960 Weighted Average 12,960 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2: CFA Parcel (Pervious) Hydrograph 0.4 0.38 0.3 0.36 0.34 0.32 0.3 0.29 0.26 0.24 0.22 3 0.2 u 0.19 - 0.16 0.14 0.12 0.1 0.09 0.06 0.04 D Runoff i cfs Type 11 24 -hr 240.00 hrs 100 Rainfall=7.20"-- AMC=4 Runoff Area=12,960 sf { Runoff Volume=0.173 of Runoff Depth>6.96rr Tc=5.0 min AMC Adjusted CN=98- 100 110 120 130 Time (hours) Proposed Conditions (Snow Melt) 86150413_proposed -con d itions_Hyd ro Type// 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 25 Summary for Pond P: StormTech Inflow Area = 1.322 ac, 77.50% Impervious, Inflow Depth > 6.96" for 100 event Inflow = 1.61 cfs @ 119.06 hrs, Volume= 0.767 of Outflow = 1.56 cfs @ 119.12 hrs, Volume= 0.672 af, Atten= 3%, Lag= 3.4 min Primary = 1.56 cfs @ 119.12 hrs, Volume= 0.672 of Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 946.29' @ 119.12 hrs Surf.Area= 16,663 sf Storage= 5,147 cf Plug -Flow detention time= 1,156.7 min calculated for 0.672 of (88% of inflow) Center -of -Mass det. time= 542.3 min ( 7,874.4 - 7,332.0) Volume Invert Avail.Storaae Storaae Description #1A 945.13' 2,222 cf 34.83'W x 95.001 x 2.50'H Field A 8,273 cf Overall - 1,926 cf Embedded = 6,347 cf x 35.0% Voids #2A 945.80' 1,926 cf ADS StormTech SC -310 x 130 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 2.07 sf x 10 rows #3 945.13' 3,132 cf Custom Stage Data (Prismatic)Listed below 7,279 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq -ft) (%) (cubic -feet) (cubic -feet) 945.13 13,354 0.0 0 0 945.80 13,354 35.0 3,132 3,132 Device Routing Invert Outlet Devices #1 Primary 945.87' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.76 Width (feet) 1.75 1.75 Primary OutFlow Max=1.56 cfs @ 119.12 hrs HW=946.29' (Free Discharge) t--1 =Custom Weir/Orifice (Weir Controls 1.56 cfs @ 2.12 fps) Proposed Conditions (Snow Melt) 86150413_proposed -con d itions_Hyd ro Type// 24-hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Prepared by HR Green, Inc. Printed 3/17/2016 HydroCADS 10.00-15 s/n 01358 © 2015 HydroCAD Software Solutions LLC Page 26 Pond P: StormTech -Chamber Wizard Field A ChamberModel = ADS—Storm Tech SC-310 (ADS StormTech®SC-310) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44'x 2.07 sf x 10 rows 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 13 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 93.00' Row Length +12.0" End Stone x 2 = 95.00' Base Length 10 Rows x 34.0" Wide + 6.0" Spacing x 9 + 12.0" Side Stone x 2 = 34.83' Base Width 8.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.50' Field Height 130 Chambers x 14.7 cf +0.44' Row Adjustment x 2.07 sf x 10 Rows = 1,925.6 cf Chamber Storage 8,272.9 cf Field - 1,925.6 cf Chambers = 6,347.4 cf Stone x 35.0% Voids = 2,221.6 cf Stone Storage Chamber Storage + Stone Storage = 4,147.1 cf = 0.095 of Overall Storage Efficiency = 50.1 % 130 Chambers 306.4 cy Field 235.1 cy Stone Proposed Conditions (Snow Melt) 86150413_proposed -con d itions_Hyd ro Type// 24 -hr 240.00 hrs 100 Rainfall=7.20", AMC=4 Prepared by HR Green, Inc. Printed 3/17/2016 HvdroCADS 10.00-15 s/n 01358 © 2015 HvdroCAD Software Solutions LLC Paae 27 •k=61 INAPOOTM11 Mi Hydrograph 1 Inflow 1 cfs I 10 Primary -ts Inflow Area=1.322 ac Peak Elev=946.29' Storage=5,147 cf A 110 120 130 140 150 1 Time (hours) Stormwater Infiltration Calculations Chick-fil-A, Chanhassen, MN Riley Purgatory Bluff Creek Watershed District Rules: • Abstraction of 1.1 inches of stormwater runoff from all onsite impervious areas. Total Proposed Impervious Area: 44,628 sf Abstraction Volume Required: 4,091 cf Infiltration Rate of Native Soils (Hydrologic Soil Group D): 0.06 in/hr (Per MPCA Stormwater Manual) Maximum Allowable Draw Down Time: 48 hours Required Infiltration Rate: (4,091 Cf l = 8S. 23 cf /hr 48 hr J \0 hr \12 in/ \xi f\ 85.E cf x=17,046sf—>17,100sf In order to infiltrate the required abstraction volume of 4,091 square feet within 48 hours with a soil infiltration rate of 0.06 inches per hour, an infiltration bed size of approximately 17,100 square feet will be required. Phone 815.385.1778 Fax 815.385.1781 Toll Free 800.728.7805 420 North Front Street, Suite 100, McHenry, Illinois 60050 3 v '> c a 3 C C O N N lD m -O O C� 2 m Ol W Y C p c m� O U U 0 ri O N O � � 2 2 m N O vi a m N ' m 0 U .O Ul 9 O C 0 ` N} N .—I S Y u N m m N J S a+ 2 O > 2 O Z N J _O U n n N O` C pD O O > a+ O m Vpi U ti ti C O N m U 2 � O -O 2 lD C O C w E O C vi vi 0 v O0 a 7 \oD \oD U 0 N J O -O Ol U E E Om Om C 2 1 O 9 C0 rl 0 O C Z i -O -O vi O m L lD 0 Y OO E w O O H m C I� m w C J J O O (7 m m O O 0 C U lD ; m 2 O .ti m E E C vi v N 0> > ti N C > Q O U O �I O �I I U 10 mo U c 0> > i > C m ti C Q LL O% N m O N C C C V LL LL LL/ m Qj m I� n 0 O .ti O E C 3 m Q J J C J N/ 3 C CN w O Z p O / vi /- LL J to to Q Q U N % U Vl >C >C J >>C Q Ul ii > > > C ! C Ul O LL' lD U E a U U `� 3 .. o / m U m w- .. lD O OD /n C m m U N E O O C >C w O C C p s D LL / m C C E C C W O O Cp � D U v v v m C p N U U F JOWT w N\ > m O 0 '�'' O O >, 2 lD >> U N C0 O N C Y U O v I O> Q U v v v D N `�' v s m v N J m m m m Vl m CC O y n 0 C -O C Y p Y C U— 9 Vl J E O m Y j m m N U U O? > m m O O. w w ,�- U„ N J E y, m m O O Q O— m J Vl CIA Cin J O -O ym t0 t0 =O t0 Z' OE 0 N 0 m O �U O> FOQQ LL LL F C C O ri ri 2 m Ol W Y C 0 p � m Y O � � 2 2 N N O lD } lD m J a+ 2 2 N � � N O J -O 0r1 U 0 OD OvD O O O W (0 ri ri N (O N j O 2 Z O 2 C Ew m O -p U o \J \J E E 9 o O O O U U 0 p p W O'T m N N N 9 0 0 0 N N O O Om 0 U S ri O N — O U C6 m 0 O C7 Q uI �I o �I uI o v C, 3 N v O ti O O. if 3 LL .. N 0 n m a O /n Ul >> o O Ul G Ul /^ % c O N C Vl LL N 11 '� C 0 ° cC a cLL G cLL G LL C N m N Vl ate+ l0 U >>>C G Q o E 3 v¢ N N Q c 3> w m O vi LL V1 C Q C N >C J U> W U U lD ° OD /n C m m U N ` O O N C N/ >C m C E C O W C C � C O U U IT O 0 i Y C U C>>> N >. U N m> 0> m C L Y O N C C> O= m p 0 O 0 N N O av+ -O O 3 3 v E E v°i��' N s aOm+ O -N O- O -mm Y j n Q m m m m J m 0 O -O N 0 m O m O m O m O in Q D D LL C u 0 LL LL in O F} F 0 Q LL LL F m LO O (P 0 U3 co 6t o O 0 fl K 0 4% — leo E ip to CD C� C) C) C) 0 C) C) C) 0 C� cli C> q q q co <0 Lr) 0 U7 LO LO cq LO 0 LO 0 0 0 0 C> Hydraflow OF Report Return Period Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 25.1398 5.1000 0.6950 -------- 3 0.0000 0.0000 0.0000 -------- 5 0.0000 0.0000 0.0000 -------- 10 34.6190 4.6000 0.6667 -------- 25 0.0000 0.0000 0.0000 -------- 50 0.0000 0.0000 0.0000 -------- 100 33.1476 1.4000 0.5319 -------- Intensity = B / (Tc + D)^E Page 1 of 1 Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.04 3.81 3.12 2.68 2.36 2.12 1.93 1.78 1.66 1.55 1.46 1.38 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 7.66 5.79 4.76 4.09 3.62 3.26 2.98 2.75 2.56 2.41 2.27 2.15 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 12.35 9.08 7.49 6.50 5.81 5.30 4.90 4.58 4.31 4.08 3.88 3.71 c=timeinmi utesMinTc=S m O M v� of V O c O N N N J I -L O N V SD t(J N O O O O O b > m _ M t0 O V tt5 %D 01 r c o rn rn m m rn w rn m rn Of C9 n m W o � m r°ii ss°3i iD t0 M Ih SO t0 t0 W t0 1� _ m x p � Dpi rn Q cy, �i rn m cam, m O Q N O O O O O O ®1J yj o r m v o o m m �i vi ui m ro eo co m � c m w W O N O O O O O O � 1 m v vi ui Iri m vi ui vi rti � c p � m of rn m � rn m Z cvi cvi 0 .- m Q r r P r P r d N N N 01 M SO N � O X 6 N _ CV N M nf> .d Q O N O O O cMo SCOn tp h IV G a O O O a O b O O O N E ui ui Iri co ui ui +ri 6 ui > it h _E � vi ui ui ui vi ui ui ui ui n p O O O O O N 3 U F o 0 0 0 0 o cs o o x v O O O O O O r � N N Q G O O O O O O O O O O C m O O O m Q OJ Q O W V m f v O O O O O O b O b 61 a o b o o O O tl O CC M WI N .c _ C C N m c N M v In ea r m � U z V3 J I is O 6 O O d O d tff t!7 tff V V d' rn m rn w rn w I � Hill 38. .... 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O J W E > E E : Es 3 p J S Ll[ CS'900'19 AUJ aa'as9'ia PuIE) iu rn m rn w rn w v W I 6 O O d O d OJ � N 01 (D KI rn m rn w rn w I � 38. ...; RTO gd'gM'i3 au€ 44'litr8'13 wia '•.. € i 6 u, aa'08*0 In3 w o s € � w p£ r ,.. .._;....., .._.... .... ...;a.. .....; 0 N �I w o E # I S ul a8'god'i Aul SE'a46 la 'Pu» 11sloo as°aa+a Baa o rn m rn w rn w v w } INLET CAPACITIES Project #: 86150413 Project: CHICK FIL-A By ECH Date 3/16/2016 Location: CHANHASSEN MN Checked Date Revised Date Structure Number Frame and Grate Flow (CFS) water Depth (ft) Required to Accommodate Flow ponding Depth (ft) Provided ST -14 R-3235 TY A 0.76 0.15 0.41 ST -16 R-3235 TY A 1.09 0.20 0.41 ST -19 R-3235 TY A 0.67 0.15 0.50 ST -22 R-2504 TY D 1.41 0.20 0.50 ST -25 R-2504 TY D 2.62 0.40 0.90 ST -26 2X2 STD CURB GR 2.45 0.22 0.35 ST -29 R-3235 TY A 0.52 0.15 0.55 Inlet Capacities per IDOT Design Manual Notes: Equations used Q=0.6A(2gh)A0.5 Orifice equation Q=3P(h)A1.5 Weir equation where: A= free open area of grate P= weir perimeter h= feet of head (ponding depth) g= 32.2 feet per sec/sec Q=capacity of grate in CFS Net total flow is the lower of the two equations except where the the ratio of the two solutions is between 0.667 and 1.5. In the latter case the net flow is 80% of the average of the two solutions as an approximation of transitional flow. Neenah R-3235 Type A Grate 0.9 = Free open area of grate (sq. ft.) 4.5 = Weir Perimeter of grate (ft.) ---- Capacity Calculation ----- Weir Orifice Net Weir/Orifice Flow Type Ponding Equation Equation Capacity ratio 0.05 0.15 0.97 0.15 0.16 Weir Flow 0.10 0.43 1.37 0.43 0.31 Weir Flow 0.15 0.78 1.68 0.78 0.47 Weir Flow 0.17 0.95 1.79 0.95 0.53 Weir Flow 0.20 1.21 1.94 1.21 0.62 Weir Flow 0.25 1.69 2.17 1.54 0.78 Transition Flow 0.30 2.22 2.37 1.84 0.93 Transition Flow 0.35 2.80 2.56 2.14 1.09 Transition Flow 0.40 3.42 2.74 2.46 1.25 Transition Flow 0.45 4.08 2.91 2.79 1.40 Transition Flow 0.50 4.77 3.06 3.06 1.56 Orifice Flow 0.55 5.51 3.21 3.21 1.71 Orifice Flow 0.60 6.27 3.36 3.36 1.87 Orifice Flow 0.65 7.07 3.49 3.49 2.02 Orifice Flow 0.70 7.91 3.63 3.63 2.18 Orifice Flow 0.75 8.77 3.75 3.75 2.34 Orifice Flow 0.85 10.58 4.00 4.00 2.65 Orifice Flow 1.00 13.50 4.33 4.33 3.12 Orifice Flow 1.25 18.87 4.84 4.84 3.89 Orifice Flow 1.50 24.80 5.31 5.31 4.67 Orifice Flow 1.75 31.25 5.73 5.73 5.45 Orifice Flow 2.00 38.18 6.13 6.13 6.23 Orifice Flow 2.25 45.56 6.50 6.50 7.01 Orifice Flow 2.50 53.36 6.85 6.85 7.79 Orifice Flow 2.75 61.56 7.19 7.19 8.57 Orifice Flow 3.00 70.15 7.51 7.51 9.35 Orifice Flow 3.25 79.10 7.81 7.81 10.12 Orifice Flow 3.50 88.40 8.11 8.11 10.90 Orifice Flow 3.75 98.03 8.39 8.39 11.68 Orifice Flow 4.00 108.00 8.67 8.67 12.46 Orifice Flow 4.25 118.28 8.93 8.93 13.24 Orifice Flow 4.50 128.87 9.19 9.19 14.02 Orifice Flow Notes: Equations used Q=0.6A(2gh)A0.5 Orifice equation Q=3P(h)A1.5 Weir equation where: A= free open area of grate P= weir perimeter h= feet of head (ponding depth) g= 32.2 feet per sec/sec Q=capacity of grate in CFS Net total flow is the lower of the two equations except where the the ratio of the two solutions is between 0.667 and 1.5. In the latter case the net flow is 80% of the average of the two solutions as an approximation of transitional flow. Inlet Capacities per IDOT Design Manual Neenah R-2504 TY D Grate 0.9 = Free open area of grate (sq. ft.) 6 = Weir Perimeter of grate (ft.) Notes: Equations used Q=0.6A(2gh)A0.5 Orifice equation Q=3P(h)A1.5 Weir equation where: A= free open area of grate P= weir perimeter h= feet of head (ponding depth) g= 32.2 feet per sec/sec Q=capacity of grate in CFS Net total flow is the lower of the two equations except where the the ratio of the two solutions is between 0.667 and 1.5. In the latter case the net flow is 80% of the average of the two solutions as an approximation of transitional flow. ---- Capacity Calculation ----- Weir Orifice Net Weir/Orifice Flow Type Ponding Equation Equation Capacity ratio 0.05 0.20 0.97 0.20 0.21 Weir Flow 0.10 0.57 1.37 0.57 0.42 Weir Flow 0.15 1.05 1.68 1.05 0.62 Weir Flow 0.17 1.26 1.79 1.22 0.71 Transition Flow 0.20 1.61 1.94 1.42 0.83 Transition Flow 0.25 2.25 2.17 1.77 1.04 Transition Flow 0.30 2.96 2.37 2.13 1.25 Transition Flow 0.35 3.73 2.56 2.52 1.45 Transition Flow 0.40 4.55 2.74 2.74 1.66 Orifice Flow 0.45 5.43 2.91 2.91 1.87 Orifice Flow 0.50 6.36 3.06 3.06 2.08 Orifice Flow 0.55 7.34 3.21 3.21 2.28 Orifice Flow 0.60 8.37 3.36 3.36 2.49 Orifice Flow 0.65 9.43 3.49 3.49 2.70 Orifice Flow 0.70 10.54 3.63 3.63 2.91 Orifice Flow 0.75 11.69 3.75 3.75 3.12 Orifice Flow 0.82 13.37 3.92 3.92 3.41 1.00 18.00 4.33 4.33 4.15 Orifice Flow 1.25 25.16 4.84 4.84 5.19 Orifice Flow 1.50 33.07 5.31 5.31 6.23 Orifice Flow 1.75 41.67 5.73 5.73 7.27 Orifice Flow 2.00 50.91 6.13 6.13 8.31 Orifice Flow 2.25 60.75 6.50 6.50 9.35 Orifice Flow 2.50 71.15 6.85 6.85 10.38 Orifice Flow 2.75 82.09 7.19 7.19 11.42 Orifice Flow 3.00 93.53 7.51 7.51 12.46 Orifice Flow 3.25 105.46 7.81 7.81 13.50 Orifice Flow 3.50 117.86 8.11 8.11 14.54 Orifice Flow 3.75 130.71 8.39 8.39 15.58 Orifice Flow 4.00 144.00 8.67 8.67 16.61 Orifice Flow 4.25 157.71 8.93 8.93 17.65 Orifice Flow 4.50 171.83 9.19 9.19 18.69 Orifice Flow Notes: Equations used Q=0.6A(2gh)A0.5 Orifice equation Q=3P(h)A1.5 Weir equation where: A= free open area of grate P= weir perimeter h= feet of head (ponding depth) g= 32.2 feet per sec/sec Q=capacity of grate in CFS Net total flow is the lower of the two equations except where the the ratio of the two solutions is between 0.667 and 1.5. In the latter case the net flow is 80% of the average of the two solutions as an approximation of transitional flow. H K Capacity (cfs) a J � § \ < e # 1 « t < =!f < � \ \ < \ - / \ - \ \ \ Lo Lo 0It It 11\ ƒ\ \ -\\\\ƒ\ 0) a) E ( \\ƒLL»� _ Tab 3 Exhibits ® ��P ueW`JFJH wooueaiOaH ® m< G''z 'moo Quoa z WO�w ® s o uaa�JliH woa uaaJE)HH G 0 z- oo a�UX Y� o_ - W s a N woouaarDFJH uaa I� _ _=al=En ` I °ms ItU . es£ H a „g s; e & ss£ €Yz Yg4d Y'Qtm € Y s §�u p�5 Q \ tp w �� gym; r`%•��\\I �, U• 1 B�s-scv' 1 t• i°Ja64& y $ ➢$R.a a _ VYV� _��I i 1 §�u p�5 i°Ja64& y $ g�o�Cnm4 Fs moil 5�1 zY�'oG 6 n4?yu=o€ F5S¢ '§s N £ d ? 3 �8 .'".Y e££# �� 4o ✓. dE YY �ffac .:�tlah'G Y4m_osem� off= iroi5 ¢o Ki NSY4, _.' §B m Pa"pi�_� 6 W € "z ozo l� =$�'d �i-_z £d5Tampa abi u6F£o4 E 3ose z� SL a," -p _ S §'}a Gd uod RH o" Y` -,F o Ye so' � i' � ° e�" mk ni m o sd e.:d "kg a na �o�L='£6 o6N a.5��gmd6.�"a i&o -�4iao Ods ikaYM&� £` ° o d3� s : 3Yu s:s �=T 6.`a G o = Ni `F =$. eco m dg` k`Fm y_ E e � u _ :"w ddd= "� - '}g o � Y. p y o�cY od55" -"' Yu�4^'ms" 3oG 0 ° Y � a4'"'is m8 ¢s}o ^°.vi:s"s§ �ut `:+^�`xed dao s5osdas Vmb�4GYS"s 8k a '<a .e z Gm 4 z im`oo. uY " � Ho �:4aosvuz sdtz o sak 8 xBa n ea po4e wsg m _ sc° `i s" ue�"G a"dd''a ik}o -q--X §a[otex Z� § oa mfc Gui �54£y'€°� "` Y19 m ro G adoa v a 'tl' 3 m .. � k -'Yx b 6aSV o o P o y o' NYk Po o�ex B`m'e9 YY,� mb: 'aydaoCdosSSE Zo� Y35a�4a }?"6 kme xSE,''. o�'0 b'h o� �'1 3 Y"_ � ?R �=ok h g cs a�g from �ue�wgo s £ '- &_£ -Kn d d °Gog ,.G £F} g„v z2. os &£oiz]:.. v. ma .,_Yz k:a Mo 4 £Y6k.. d`¢.'o .6 "&esa=d°o: Ys3i6'.G A 6_ Y=�S '�E . -,�x6a Yfffm d" .PY ouom­.,., .. - - .`=_.m.�s: o 2 m H.. _ =mz _ M. mm �4 4 Y 5 6^ £ o tl z6 iy _D m,WOO- | . —=� NE. 2z sE. e: tea, � z--�xm2.•r, : - ® -/ ! q [ %' / {/ \ \ \ \ ) Ma- t!\ a m! m5 e /1 \ ! \ \ / ]\}\ \ %R,- A[ IZzz | . —=� NE. 2z sE. e: tea, � z--�xm2.•r, : - ® -/ ! q [ %' / {/ \ \ \ \ ) Ma- t!\ a m! m5 e /1 \ ! \ \ / ]\}\ \ %R,- A[ Tab 4 References LOCATION INFORMATION: Name: Riley -Purgatory -Bluff Creek Watershed Centroid, Minnesota, US* Latitude: 44.8630 Longitude: -93.5014 Source: Atlas 14 2 -year 10 -year 100 -year Duration Unit Depth (in) Depth (in) Depth (in) 5 minutes 0.42 0.64 1.03 10 minutes 0.61 0.93 1.50 15 minutes 0.75 1.14 1.83 30 minutes 1.06 1.63 2.65 60 minutes 1.38 2.15 3.71 2 hours 1.70 2.68 4.76 3 hours 1.89 3.00 5.50 6 hours 2.21 3.51 6.52 12 hours 2.53 3.97 7.04 24 hours 2.87 4.27 7.41 Source: Atlas 14 75 ti August 30, 2000 DRAINAGE MANUAL 3.6.5(5) Table 3.11 SCS Curve Numbers for Urban Land Uses Cover Acres Per Condition or Rotation Praetice Curve Numbers for Moisture Condition II A Soils B Soils C Soils I D Soils Product Cultivated Land Without conservation treatmem 72 81 88 91 With conservation treatment 62 71 78 81 Pan= or Range Land Poor 68 79 86 89 Good 39 61 74 80 Meadow Good 30 58 71 78 Wood or Forest Land Poor thin stand, no mulch 45 66 77 83 Good 25 55 70 77 Open Spaces (lawns, parks, golf courses, cemeteries) Good: 75% or more grass cover 39 61 74 x 80 Fair: 50% to 75% grecs cover 49 69 79 84 Commercial and Business Areae (85% impervious) 89 92 94 95 Industrial Districts (72% impervious) 81 88 91 93 Residential < 118 acre lot 65°%impervious 77 85 90 92 114 acre lot 38% impervious 61 75 83 87 1t3 acre lot 30% impervious 57 72 81 86 'h acre lot 25% impervious 54 70 80 85 1 acre lot 20%imperyious 51 68 79 84 Paved Parking Lots, Roofs, Driveways 98 98 98 98 Streets and Roads paved with curb and storm drain 98 98 48 98 gravel 76 85 89 91 dirt 72 82 87 89 Mph 85 85 85 85 Other Total Acres = Product Total Weighted Runoff Curve Number = Total Acres = _ Product Total = Source: SCS Hydrology Guide for Minnesota Figure 3-2 r For land was with impervious areas, curve numbers are computed assuming that 100%ofrunofffrom impervious areas is directly connected to the drainage system. Pervious areas (lawn) are considered to be equivalent to lawns in good condition and the impervious areas have a CN of 98 a Includes paved streets