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Home My WebLink AboutPacket-Drainage ReportDrainage Report ACES POWER MARKETING Browning Investments, Inc. Cannel, Indiana March 2004 TABLE OF CONTENTS DRAINAGE SUMMARY & SITE MAPS ................................................................................. SECTION 1 DEVELOPED SITE DRAINAGE PLAN .................................................................................. SECTION 2 STORMVVATER DETENTION DESIGN CALCULATIONS .......................................................... SECTION 3 STORM SEWER CALCULATIONS ....................................................................................... SECTION 4 WATERSHED MAPS .........................................................................................................SECTION 5 Parkwood West Master Plan Woolpefl December 2000 Duke-Weeks Construction Limited Partnership DRAINAGE REPORT Existing Conditions The existing 4.4-acre site is located in the northeast quadrant of the intersection of Mayflower Park Drive and 99th Street in southwestern Hamilton County, Indiana. At present, the site is occupied by an existing meadow with a few trees. Soil types present onsite include Crosby silt loam and the Brookston silty clay loam. The currently drains to the south onto 99th Street or into an existing storm sewer pipe at the southwest comer of the site. 99th Street is drained by a storm sewer system that flows to the east into U.S. 421. Prior to the recent improvements to U.S. 421, this runoff flowed into Crooked Creek that is located on the east side of U.S. 421. It is unknown whether or not the nmoff fi'om 99th Street continues to ultimately flow into Crooked Creek or if it flows to the south within the U.S. 421 system. However, the 100-year post-development release rate will be held to 0.24 cfs per acre as dictated by the Hamilton County Surveyor for Crooked Creek. The allowable 100-year post-development release rate from the site is 0.75 cfs. This amount was determined by assuming that the allowable discharge would be based on only the post-development watershed that would be disturbed and did not account for areas of 99th Street within the boundaries of the site since these areas would not be disturbed. According to the FEMA Flood Boundary and Floodway Map, Community Panel 18057C0215F, the site does not lie in a floodplain. Proposed Conditions The proposed improvements include an office building with associated parking, a dry stormwater detention basin and utilities. The parking areas will drain into storm sewer inlets and pipes which Flow into the dry detention basin, located near the southeast comer of thc site. The detention basin will outlet into a 12-inch storm sewer pipe with a 3.5-inch diameter pipe stub grouted into the upstream end to control the peak discharge. The 12-inch pipe will connect to an existing inlet within 99th Street. A proposed watershed map for this site can be found in Section 4 of this report The detention area was analyzed using the SCS Method and the Advanced Interconnected Channel and Pond Routing (AdlCPR) program. individual pipes were designed using the Rational Method. Times of concentration were found for each individual basin by assuming travel time over grass and pavement. The minimum 5- minute time of concentration was typically used. The runoff coefficient was calculated for each drainage basin based on the amount of impervious area and lawn area within each basin. Time of concentration calculations and runoff values for each of the sub-basins can be found in Section 2 of this report. Woolpert ACES Power Marketing March 2004 Browning Investments, Inc, Conclusion The proposed development of the ACES Power Marketing site has been designed in accordance with applicable requirements of the Hamilton County Surveyor. The post-developed release rate of 0.62 cfs is less than the allowable pre-development release rate of 0.75 cfs, therefore, no adverse impacts are anticipated from this development. Woolpert ACES Power Marketing Mamh 2004 Browning Investments, Inc. FIGURE 3: SITE LOCATION MAP ~}/~' }~'~...'...'...'...'.~, '-- w~ ~,~ Prepared For: . ~ Prepared By: Browning Investments _ Alt Project Name: Pro~ect No: Office Building v FIGURE 4: SOIL SURVEY MAP of Scale: linch = 1,320 fee~ I Prepared For: Browning Investments Project Name: Office Building MARION Prepared By: Alt & Witzig Engineering, Inc. Project No: ] Date: 04IN0042 ] 1/04 [ ; i ENL.M~EMENT BROWNING DAY I'IULLINS DIERDORF ARCHITECTS ACES POWER MARKETING OFFICE BUILDtNG G400 Name Group Simulation Max Time Max Warning Max Delta M~x Surf ~x Tir~e Max Max Time Max Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft f~ ft ft2 hrs cf$ hfs cfs Outlet BASE 100YR 12HR 0.00 885.080 885.080 04000 Pond BASE 100YR !2HR 10.88 889.130 889.000 -0.0050 11903 Outlet BASE 100¥R-18HR 0.~0 885.080 885.080 0.0000 Pond BASE 100YR-18HR 14.49 889.047 S89,000 0.0049 11700 Outlet BASE 10OYR-1HR 0.00 885.080 885.080 0.0000 Pond BASE 10OYR 1HR 1.i6 888.554 889.000 0.0050 10503 Outlet BASE 100YR 24ER 0.00 885.080 885.0B0 0.0000 Pond BASE 100YR-24KR 14.55 8S8.645 889.000 0,0050 10725 Outlet BASE 100YR 2HR 0.00 885.080 885.080 0.0000 Pond BASE 100YR-2HR 2.i3 888.991 889.000 0,0050 11565 Outlet BASE 10OYR 3HR 0.O0 885.080 S85.080 0.0000 Pond BASE 100YR~3HR 3.11 889.183 889.000 0.0050 12031 10.88 0,603 0.00 0.000 3.58 2.128 10,88 0.603 14.49 0.596 0,00 0.000 5.41 1.689 14.49 0.596 1.16 0.553 0.00 0.000 0.50 10.773 1.16 0.553 14.55 0.562 0.00 0.000 7.16 1.303 14.55 0.562 2.I3 0.591 0.00 0.000 0.92 7.273 2.13 0.591 3.11 0.607 0.00 0.000 1.33 5.534 3.11 0.607 6.07 0.619 0.00 1.83 3.491 6.07 Interconnected Channel and Pond Routing Model (ICPR) ,~2002 Streamline Technologies, Inc. Page 1 of 1 Basins Name; Overall Basin Group: BASE Unit Hydrograph: UH484 Rainfall File; Huff Rainfall ~unt(in): 1.250 Area(ac): 3.120 Curve Number: 89.00 DCIA(%): 0.00 Node: Pond Status: Onsite Type: SCS Unzt Hydrograph Peaking Factor: 484~0 Stor~ Duration(hrs): Time of Conc{mln): 8.00 Time Shift{hrs): 0~00 Max Allowable Q{cfs): 999999000 Name: Outlet Base Flow(cfs}: 0.OC0 Inzt Sta~e(ft): 885.080 Type: Time/Stage 0.00 885.0fl0 15,00 885.080 4500 885.080 Name: Pond Base Flow(els}: 0.000 Init Stage(f~): 885.I80 Group: BASE Warn Stage(ft): 889.000 Type; Stage/Area Drop Structures ======================================= ........ ====================== Name: L1 From Node: Pond Group: BASE TO Node: Outlet UPSTREAM DOWNSTRE~kM Geometry: Circular Circular Span(in): 12.00 12.00 Rise(in): 12.00 12.00 Invert(ft): 885.180 885.080 Mannlng's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Lengzh(ft): 21.00 Count: 1 Friction E~atlon: Average Conveyance Solution Algorithm: Automatic F10w: Both Entrance Loss Coef: 0.500 Exit LOSS Coef: 0.500 Outlet Ctrl Spec: Use dc Or tw Inlet CtrI Spec: Use (in Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page l of 7 Bot Clip(in): 0.000 0.000 Upstream FRWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream F~WA Inlet Edge Description: Circular Concrete: Sqn~are edge w/ headwall *** Weir 1 of 2 for Drop Structure L1 *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span(in): 24.00 Rise(in); 24.00 *** Weir 2 of 2 for Drop Structure L1 *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span(in): 3.50 Rise(in); 3.50 Bottom Clip(in): o.000 Top Clip(in/: 0.000 Weir Disc Coef: 3 200 Orifice Disc Coef: 0.600 Bottom Clip(in): 0.000 Top Clip(in): 0.000 We!r Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft~: 885.180 Ccntrcl Elev(ft~: 885.180 TABLE TABLE Rating Curves ======================================== ............ Name: From Node: Group: BASE To Node: Flcw: Both ==== Hydrology Simulations ======== .......... ======= ......... ============================= Rainfall File: Huff Rainfall Amount(in): 5.16 30.000 5.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 7 Name: 100YR-18~fR Filename: G:~SD\Projects\61744\Engineerlng\Detention\lO0-Year Flows~100YR-18HR.R32 Override Defaults: Yes Storm Duration(hfs): 18.00 Rainfall File: Huff Rainfall k~ount(in): 5.87 Time(hfs) Print Inc(min) 30.000 5.00 Name: 100YR 1HR Filename: G:~SD\Projec~s\61744\Engineering~Detentlon~100 Year Flows~100YR-1HR.R32 Override Defaults: Yes Storm Duration{hrs): 1.00 Rainfall Fzle: Huff Rainfall A~ount(in): 2.88 Time(hrs) Print Inc(min) 30.000 500 Name: 100YR 24~R Filename: G:\SD\Projeccs\61744\En~ineerzng\Detentzon\100 Year Flows\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hfs): 24.00 Rainfall Flle: Huff Rainfall Amount(in): 6.00 Time(hfs) Print inc(min) 30.000 500 Name: 100YR-2HR Filename: G:\SD\Projects~61744\Engineerln§\Deten¢ion\100 Year FiOWS\iOOYR-2HR.R32 Override Defaults: Yes Storm Duration(hrs)~ 2.00 Rainfall File: Ruff Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 3 of 7 30~000 5.00 Filename: O:\SD\Projects\61744\Englneerin§~Detention\100 Year Flows~100YR 6HR.R32 Override Defaults: Yes Storm Ouration(hrs): 6.00 Rainfall File: Huff Rainfall Amount(in): 4.50 Time(hrs) Print Inc(min) 30.000 5.00 Filename: G:\SD\Projects\61744\Engineerlng\Detention\100-Year Flows\100YR-12HR,I32 Execute: Yes Restart: No Alternative: NO Max Delta Z(ft): 1.00 Time Step Optimizer: 0.000 Start Time(hfs): 0.000 Min Calc Time(sec): 1.0000 Boundary Stages: Patch: NO Delta Z Factor: 0.00500 End Time{hrs): 30.00 Max Calc Time{sec): 60.0000 Bcundary Flows: Tlme(hrs) Print Inc{mln} 30.000 5.000 Group Run BASE Yes Name: 100YR 18HR Hydrology Sim: !00YR-18HR Filename: G:\SD\Projects\61744\Eng~neering\Detention\lO0-Year Flows\100YR 18HR.I32 E~xecute: Yes Restart: No Alternative: NO Max Delta Z(ft): 1.00 Time Step Optimizer: 0.000 Start Tlme~hrs): 0.000 Min Calc Time{sec): I 0000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time[hrs): 30.00 Max Calc Time)sec): 60.0000 Boundary Flows: Time(hrs) Print Inc(mln) 30.000 5.000 Interconnected Channel and Pond Routing Model (ICPR) ~2002 Strearcdme Technologies, Inc. Page 4 of 7 Group Run BASE Yes Name: 100YR 1HR Hydrology Sim: 100YR Filename: G:\SD~Projects\61744\Engineering\Detention~100 Year Fiows~100YR-1HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 0.000 Start Time(hrs): 0.000 Min Calc Time(sec): 1.0000 Boundary Stages: Delta z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time(hrs) Print Inc(mln) 30.000 5.000 Group Run BASE Yes Name: 100YR 24HR Hydrology Sim: 100YR 24HR Filename: G:~SD\Projects\61744~Engineering\Detention\100 Year Flows%100YR-24HR.I32 E~ecute: yes Restart: No Patch: No Alter]%ative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 0.000 Start Time(hfs): 0.000 Min Calc Time{sec): 1.0000 Boundary Stages: Delta Z Factcr: 0.00500 End Time(hrs): 3000 Max Calc Time(sec): 60.0000 Boundary Flows: Tlme(hrs) Print Inc(min) 30.000 5 000 Group Run BASE Yes .................................... Name: 100YR 2HR Hydrology Sim: 10CYR 2HR Filename: G:\SD%Pro]ects\61744\Englneerlng\Detent~cn\100 Year Fiows~100YR 2HR I32 Execute: Yes Restart: No Patch, No Alternative: No MaX Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 7 Start Time{hrs): 0.000 Min Calc Time(sec): 1.0000 BoUndary Stages: End Time(hfs): 30.00 Max Calc Tzme(seci: 60.0000 Boundary Flows: Time(hrm) Print Inc(min~ 30.000 5.000 Group Run BASE Yes Name: 100YR 3HR Hydrology Sim: 100YR 3HR Filename: G:\SD\Pr0jects\61744\Englneerlng\Detention\i00 Year Flows~!00YR-3HR.I32 Execute: Yes Restart: No Patch: NO Alternative: NO Max Delta Z(ft); 1.00 Time SCep Optimizer: 0.000 Start Time(hrs): 0.000 Min Calc Time(sec): 1.0000 Boundary Stages: Delta Z Factor: 0.00500 End Time(hrs}: 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time{hfs} Print Inc(min) 30.000 5.000 Group Run BASE Yes Name: 100YR 6HR Hydrology Sim: 100YR-6HR Fllename: G:\SD~Projects\61744\Engineering%Detention~lO0 Year Flows\100YR-6HR.I32 Execute: Yes Restart: NO Patch: NO Alternative: No Max Delta Zlft}: 10o Delta Z FacC0r: 0.00500 Time Step Optimizer: 30.000 5000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 7 Boundary Conditions = ........... =========== ....... =================================== Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 7 of 7 STORM DRAIN FLOW TABULATION FORM 15 011 048 005 500 5.00 6.98 036 t5 t4 011 005 500 010 5.10 698 036 14 009 093 007 000 500 5.00 698 051 14 t3 020 013 510 0.19 529 695 0,87 13 002 085 002 020 500 500 698 0,13 t3 12 022 035 529 028 557 687 Z39 1t 026 079 020 500 500 698 1.43 11 10 026 020 590 0~0 560 698 1.43 t0 032 077 025 014 500 508 098 1.72 10 9 058 059 560 052 912 6.76 4.02 8 023 0.62 0 14 500 5.00 6,98 1.01 8 7 023 014 500 066 566 698 1.01 7 025 0.57 0.14 006 5~0 5.00 698 1.01 7 6 0.49 0,34 566 041 607 6,73 2.32 6 006 0,25 0.01 000 5~0 5.00 6.98 0.10 6 5 054 036 607 039 6.46 659 2.36 5 0,16 069 011 006 500 5.00 6.98 0.75 5 4 0.70 052 64~ 039 685 645 3.37 4 0.02 0.81 001 000 500 5.00 6,98 608 4 3 071 053 685 0 22 7.07 6.33 3.39 3 007 070 0.05 006 500 500 698 0.34 3 2 078 0 64 707 023 730 9.26 4.00 19 023 0.25 006 500 500 6,98 0.39 19 18 023 006 5 O0 0 07 5.07 6.98 039 18 006 083 005 000 500 5.00 6.98 0.37 18 17 029 011 507 016 523 6.96 0.76 17 004 075 003 000 500 5.00 6.98 019 17 16 033 014 523 014 537 6.90 0.94 oss CALCULATED D E S I G N PIFE (fulD n= 0013 PIPE Ma, xO Max VEL REMARKS RIM= 888 60 12 0.01 046 15 0,31 1 99 253 88760 88755 RIM= 894~ 15 12 0.06 1.11 29 031 1.99 2.53 88755 88746 RIM= 89070 12 0.16 1.82 91 031 1,99 2.53 88794 88766 RIM= 89070 15 0.38 3.27 103 0,38 402 327 88766 88726 RIM= 89036 12 0,08 1.28 90 0.25 179 2,27 88763 88741 RIM= 89000 15 0,13 1.88 55 0.18 275 224 88741 88731 ElM= 88996 15 0.13 1.93 53 0.18 2,75 224 887 31 88721 RIM= 890,15 15 0,27 2.75 64 0.27 3,37 274 887 21 88704 15 0.27 2.76 36 027 337 274 88704 88694 RIM= 88991 18 0.14 227 31 0.14 394 223 88&94 88690 12 001 0.50 10 0.30 196 249 88709 88706 RIM= 88931 12 0,05 097 24 0.30 196 249 88706 88699 12 007 1.20 21 0.30 196 249 88699 88692 o. ~5' ;I 0 60 120 180 M AYFLOI~R PARK BLOCK 5 GRAPHIC SCALE IN FEET E-~ C DO 0 // 0 60 120 180 MAYFLOWER PARK BLOCK 5 GRAPHIC SCALE IN FEET 0.11 AC.