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HomeMy WebLinkAboutDrainage Summary and Calcs_7-11-2013"Ri WEIHE ENGINEERS Land Surveying I Civil Engineering Landscape Architecture Build with confidence'." Drainage Summary And Calculations For: Pilgrim Lutheran Church Phase II Carmel, Indiana Project #W13.0202 Prepared For: Pilgrim Lutheran Church 3650 West 106th Street Carmel, Indiana 46032 Prepared By: James Wm. O'Bara Certified By: Andrew T. Miller, P.E. Date: 10 July 2013 Revised: REC J(/t 102013 V 11010 10505 North College Avenue I Indianapolis, IN 46280 1 www.weihe net 1 (317) 846 -6611 j (800) 452.6408 1 Fax, (317) 843 -0546 Allan H. Weihe, RE, L.S., - Founder HAM WEIHE ENGINEERS Land Surveying I Civil Engineering Landscape Architecture Build with cnnfider:cef Prepared For: Technical Drainage Report Pilgrim Lutheran Church Phase II Carmel, IN Project #W13.0202 TABLE OF CONTENTS Drainage Report 1. Project Narrative a. Existing Conditions b. Proposed Conditions c. Exhibits 2. Post - Developed Calculations a. Post - Developed Basin Map b. ICPR Model — Input and Output 3. Pipe Sizing Calculations a. Pipe Sizing Basin Map b. Hydroflow calculations Lle WEIHE ENGINEERS Land Surveying ( Civil Engineering Landscape ArchaElcture Build ivith conjidence`." Project Narrative: Prepared For: Pilgrim Lutheran Church 3650 W 106"' Street Carmel, Indiana 46032 Project #W13.0202 10 July 2013 Pilgrim Lutheran Church is proposing the completion of their master planned campus that was proposed in 2010. This phase finalizes the construction of the drive, south of the church building, tying the entrance drive to the existing parking in the northeast corner of the campus. The existing and proposed facilities are on a site at a Latitude of N 390 56'30.12" and Longitude W 860 13'29.24". Located in Clay Township, the proposed "Pilgrim Lutheran Church" is more specifically in the East Half of the Southeast Quarter of Section 06, Township 17 North, and Range 3 East, Hamilton County Indiana. Existing Conditions: The entire campus was included in a master drainage plan titled "Pilgrim Lutheran Church ", dated December 6, 2010 prepared by Weihe Engineers. Said report, accounted for all the drives, parking, building, and drainage infrastructure for the entire campus. The stormwater detention is provided for via a dry retention basin located at the southwest corner of the subject tract. Water Quality is provided for via rain gardens north and south of the proposed church building. At the time of this report, all detention and rain gardens required per said master report have been constructed. Refer to Figure 1.1 for the existing conditions. Proposed Conditions: As stated above, this phase will complete the master planned campus by constructing the drive tying the entrance drive to the existing parking in the northeast corner of the campus. No changes have been made to the overall drainage plan but some minor grading revisions have been made. Due to the proposed sidewalks into the existing church, the existing overflow weirs between WQ Basins #7 -6 and #6 -5 will be replaced with three (3) 15 -inch HDPE pipes which will convey the stormwater between the basins for all storm events. The revised ICPR modeling has been included with this report. Refer to Figure 1.2 for the proposed conditions. See next page for a summary of the WQ basin peak elevations: 10505 North College Avenue I Indianapolis, IN 46280 1 ww%,.weihe.nct 1 (317) 846 -6611 1 (800) 452 -6408 1 Fax: (317) 843 -0546 Allan H. Weihe, P E.. L.S . - Founder 1`12Lip 20n WEIHE Au ENGINEERS Land Surveying I Civil Engineering Landscape Architecture Build with confidence' Basin: 5 2 -yr: 896.30' 10 -yr: 896.56' 100 -yr: 896.87' Basin: 6 2 -yr: 896.41' 10 -yr: 896.64' 100 -yr: 897.09' Basin: 7 2 -yr: 896.41' 10 -yr: 896.66' 100 -yr: 897.15' In addition, a 12" HDPE pipe will be installed to convey the stormwater from the parking lot under the sidewalk to the proposed WQ basins. The storm sewer system is designed to convey stormwater at a minimum velocity of 2.5 feet/second through HDPE pipes while maintaining a hydraulic grade line elevation below the top of castings during a 10 -year storm event. jo'b 07/01/13 H:\ w13O2O2b- Narrative- bO70113 \\ 10505 North College Avenue I Indianapolis, IN 46280 1 www.weihe.nct 1 (317) 846 -6611 j (800) 452 -6408 1 Fax: (317) 843 -0546 Allan H. Weihe, P.E.. 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Date: 06 December 2010 Pilgrim Lutn,ian Church Job # wO9.O542 w13.O2O2 Same file as wO9O542bbl2O6lO.icp Replaced weir between rgO7 -rgO6 with 3 - 15 Replaced weir between rg06 -rg05 with 3 - 15 Nodes A Stage /Area V Stage /Volume T Time /Stage M Manhole Basins 0 Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench inch pipe w /slope to west inch .: gcw.rno. r: D.ra[ra -c :Dlm T: Ea DI[cl. M ../n.a[01 D: galnG-, o> M: gGW.r [SO.O> P: gGB[r 0 >- g09[r06 7/3/2013 H: \2013 \wl3O2O2 \Engineering \design \site design \drainage - jo'b\ icpr\ ww13O2O2c- RevisedWeir- cO7O313.ICP Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Pilgrim Luthk-ran Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west Simulation Basin Group Time Max hrs Flow Max cfs Volume in Volume ft3 02Y -24H Detention 01 BASE 12.00 4.022 1.593 9890.591 1.OIN - 24HR Detention 01 BASE 12.01 0.768 0.285 1766.473 100Y -24H Detention 01 BASE 12.00 11.927 5.175 32122.881 lOY -24H Detention 01 BASE 12.00 6.469 2.660 16513.308 02Y -24H Existing BASE 12.33 2.262 0.545 14127.843 1.OIN - 24HR Existing BASE 23.75 0.006 0.005 142.170 100Y -24H Existing BASE 12.25 16.374 3.202 82993.159 lOY -24H Existing BASE 12.33 5.919 1.235 32011.150 02Y -24H RainGarden 01 BASE 12.00 0.835 2.020 2199.608 1.OIN - 24HR RainGarden 01 BASE 12.00 0.229 0.503 547.846 IOOY -24H RainGarden 01 BASE 12.00 2.194 5.745 6256.105 lOY -24H RainGarden 01 BASE 12.00 1.258 3.154 3434.369 02Y -24H RainGarden 02 BASE 12.00 1.670 2.215 4583.138 1.OIN - 24HR RainGarden 02 BASE 12.00 0.524 0.629 1302.222 100Y -24H RainGarden 02 BASE 12.00 4.220 5.978 12368.193 lOY -24H RainGarden 02 BASE 12.00 2.461 3.367 6967.076 02Y -24H RainGarden 03 BASE 12.00 1.093 2.427 3171.097 1.OIN - 24HR RainGarden 03 BASE 12.00 0.386 0.790 1032.176 100Y -24H RainGarden 03 BASE 12.00 2.686 6.213 8119.269 lOY -24H RainGarden 03 BASE 12.00 1.585 3.591 4692.374 02Y -24H RainGarden 04 BASE 12.00 3.260 1.928 8467.496 1.OIN - 24HR RainGarden 04 BASE 12.00 0.836 0.450 1975.500 100Y -24H RainGarden 04 BASE 11.99 8.769 5.629 24725.642 lOY -24H RainGarden 04 BASE 11.99 4.975 3.050 13398.401 02Y -24H RainGarden 05 BASE 12.00 1.731 2.427 5020.904 1.OIN - 24HR RainGarden 05 BASE 12.00 0.611 0.790 1634.279 100Y -24H RainGarden 05 BASE 12.00 4.252 6.213 12855.509 lOY -24H RainGarden 05 BASE 12.00 2.510 3.591 7429.591 02Y -24H RainGarden 06 BASE 12.00 3.011 1.593 7403.483 1.OIN - 24HR RainGarden 06 BASE 12.01 0.575 0.285 1322.272 100Y -24H RainGarden 06 BASE 12.00 8.928 5.175 24045.198 IOY -24H RainGarden 06 BASE 12.00 4.842 2.660 12360.839 02Y -24H RainGarden 07 BASE 12.00 3.175 2.020 8358.509 1.OIN - 24HR RainGarden 07 BASE 12.00 0.872 0.503 2081.815 100Y -24H RainGarden 07 BASE 12.00 8.337 5.745 23773.199 lOY -24H RainGarden 07 BASE 12.00 4.782 3.154 13050.604 7/3/2013 H:\ 2013 \wl30202 \Engineering \design \site design \drainage - jolb\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of l Pilgrim Lutneran Church Job 4 w09.0542 w13.0202 Same file as w090542bb120610.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 99 BASE 02Y -24H 0.00 847.000 999.000 0.0000 0 12.33 2.258 0.00 0.000 99 BASE 1.OIN - 24HR 0.00 847.000 999.000 0.0000 0 23.75 0.006 0.00 0.000 99 BASE 100Y -24H 0.00 847.000 999.000 0.0000 0 12.26 16.356 0.00 0.000 99 BASE lOY -24H 0.00 847.000 999.000 0.0000 0 12.33 5.916 0.00 0.000 Detention BASE 02Y -24H 15.35 892.500 895.000 0.0389 19672 12.00 10.409 15.35 0.485 Detention BASE 1.OIN - 24HR 12.77 891.208 895.000 0.0104 5017 12.00 0.759 12.77 0.077 Detention BASE 100Y -24H 14.11 895.009 895.000 0.0623 30137 12.00 41.013 14.11 1.865 Detention BASE lOY -24H 15.83 893.503 895.000 0.0340 22987 12.00 20.087 15.83 0.645 DetStrOl BASE 02Y -24H 12.26 890.869 895.000 0.0262 202 15.35 0.485 15.35 0.486 DetStr01 BASE 1.OIN - 24HR 12.05 890.822 895.000 0.0028 200 12.77 0.077 14.27 0.062 DetStr01 BASE 100Y -24H 14.16 891.211 895.000 0.0160 205 14.11 1.865 14.04 1.864 DetStr01 BASE lOY -24H 12.33 890.891 895.000 0.0257 203 15.83 0.645 15.56 0.646 Ex Ditch BASE 02Y -24H 12.00 890.837 893.000 0.0019 88 15.35 0.486 0.00 0.000 Ex Ditch BASE 1.OIN - 24HR 12.00 890.837 893.000 0.0012 88 14.27 0.062 0.00 0.000 Ex Ditch BASE 100Y -24H 12.00 890.837 893.000 0.0019 89 14.04 1.864 0.00 0.000 Ex Ditch BASE lOY -24H 12.00 890.837 893.000 0.0019 89 15.56 0.646 0.00 0.000 RainGar01 BASE 02Y -24H 12.02 894.309 894.000 0.0747 739 12.00 3.191 12.02 3.153 RainGar01 BASE 1.OIN - 24HR 17.58 894.009 894.000 0.0261 664 12.00 0.229 17.58 0.015 RainGar01 BASE 100Y -24H 14.09 895.012 894.000 - 0.0649 913 12.01 15.119 12.02 15.070 RainGar01 BASE 10Y -24H 12.01 894.414 894.000 0.0314 765 12.00 5.146 12.01 5.107 RainGar02 BASE 02Y -24H 12.02 894.371 894.000 0.0357 1720 12.00 2.652 12.02 2.429 RainGarO2 BASE 1.OIN - 24HR 17.60 894.011 894.000 0.0281 1433 12.00 0.524 15.30 0.013 RainGarO2 BASE 100Y -24H 14.07 895.016 894.000 0.0375 2234 12.00 13.545 12.02 13.171 RainGar02 BASE lOY -24H 12.01 894.496 894.000 0.0153 1820 12.00 4.060 12.02 3.958 RainGar03 BASE 02Y -24H 12.01 895.150 895.000 0.0459 1640 12.00 1.093 12.01 0.997 RainGar03 BASE 1.OIN - 24HR 24.27 894.855 895.000 0.0188 1464 12.00 0.386 0.00 0.000 RainGar03 BASE 100Y -24H 12.02 895.600 895.000 0.0268 1909 12.00 9.772 12.02 9.549 RainGar03 BASE lOY -24H 12.08 895.232 895.000 0.0205 1689 12.05 2.087 12.08 1.986 RainGar04 BASE 02Y -24H 14.51 896.033 896.000 0.0315 7131 12.00 3.259 14.51 0.097 RainGar04 BASE 1.OIN - 24HR 24.27 895.348 896.000 0.0088 5974 12.00 0.833 0.00 0.000 RainGar04 BASE 100Y -24H 12.02 896.512 896.000 0.0305 7966 11.99 8.736 12.02 7.290 RainGar04 BASE 10Y -24H 12.12 896.187 896.000 0.0224 7400 11.99 4.957 12.12 1.412 RainGarO5 BASE 02Y -24H 12.06 896.303 896.000 0.0201 2112 12.02 3.551 12.06 3.352 RainGarO5 BASE 1.OIN - 24HR 24.27 895.906V/896.000 0.0255 1684 12.00 0.610 0.00 0.000 RainGarO5 BASE 100Y -24H 12.04 896.865 ✓ 896.000 0.0324 2678 12.00 14.927 12.04 14.057 RainGar05 BASE IOY -24H 12.03 896.560 896.000 - 0.0369 2391 12.00 8.708 12.03 8.429 RainGar06 BASE 02Y -24H 12.07 896.407 896.000 0.0661 4921 11.93 7.908 12.07 2.887 RainGar06 RainGarO6 BASE 1.OIN - 24HR 24.28 895.907 ✓ 896.000 0.0211 4024 12.02 0.862 24.28 0.018 BASE 100Y -24H 12.04 897.090 896.000 0.0823 6032 11.99 14.893 12.05 11.555 RainGar06 BASE lOY -24H 12.04 896.637 896.000 - 0.0293 5316 11.99 8.434 12.03 6.924 RainGar07 BASE 02Y -24H 12.07 896.409 896.000 0.0631 2400 12.00 3.174 11.93 5.571 RainGarO7 BASE 1.0IN - 24HR 24.28 895.907 896.000 0.0329 1890 12.00 0.871 14.95 0.563 RainGar07 BASE 100Y -24H 12.04 897.147✓ 896.000 0.0836 3407 11.99 8.319 12.00 6.205 RainGar07 BASE lOY -24H 12.03 896.657 896.000 0.0271 2640 11.99 4.769 12.23 6.025 7/3/2013 H:\ 2013 \wl30202 \Engineering \design \site design \drainage - jo' b\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of 2 Pilgrim LL.._, . ran Church 12.07 3.975 0.000 0.00 0.000 14.626 12.04 Job # w09.0542 9.018 12.04 9.011 1.763 12.78 0.660 0.000 0.00 w13.0202 Same file as w090542bbl206lO.icp 11.50 0.646 1.247 12.63 0.646 Replaced weir between rg07 -rg06 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rg05 with 3 - 15 inch pipe w /slope to west Max Time Max Warning Max Delta Max Surf Max Time Name Group Simulation Stage Stage Stage Stage Area Inflow hrs ft ft ft ft2 hrs RGStr01 BASE 02Y -24H 12.07 893.537 896.000 0.0555 239 12.06 RGStrol BASE 1.OIN - 24HR 0.00 892.570 896.000 0.0000 122 0.00 RGStr01 BASE 100Y -24H 13.01 895.038 896.000 0.0984 122 12.04 RGStr01 BASE IOY -24H 12.04 894.147 896.000 - 0.0880 223 12.03 RGStr02 BASE 02Y -24H 12.08 896.302 896.000 - 0.0987 116 11.92 RGStr02 BASE I. OIN - 24HR 0.00 893.490 896.000 0.0000 116 0.00 RGStr02 BASE IOOY -24H 12.05 897.019 896.000 0.0897 116 10.95 RGStr02 BASE IOY -24H 12.05 896.552 896.000 0.0993 116 11.70 Max Max Time Max Inflow Outflow Outflow cfs hrs cfs 3.984 12.07 3.975 0.000 0.00 0.000 14.626 12.04 14.624 9.018 12.04 9.011 1.763 12.78 0.660 0.000 0.00 0.000 0.754 11.50 0.646 1.247 12.63 0.646 7/3/2013 H:\ 2013 \wl30202 \Engineering \design \site design \drainage - jo' b\ icpr\ wwl30202c- RevisedWeir- c0703l3.ICP Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 Pilgrim Lv. an Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west rg06 -rgO5 with 3 - 15 inch pipe w /slope to west Name Group Simulation Max Time Flow Max Flow Max Max Time Max Max Time Max hrs Delta Q US Stage US Stage DS Stage DS Stage cfs cfs hrs ft hrs ft DetStr01- ExDitc DetStrOl- ExDitc BASE BASE 02Y -24H I. OIN 15.35 0.486 0.344 12.26 890.869 12.00 DetStr01- ExDitc BASE - 24HR IOOY -24H 14.27 14.04 0.062 0.016 12.05 890.822 12.00 890.837 890.837 DetStrOl- ExDitc BASE IOY -24H 15.56 1.864 0.646 0.064 14.16 891.211 12.00 890.837 Outlet- DetStrO2 BASE 02Y -24H 15.35 0.485 0.248 12.33 890.891 12.00 890.837 Outlet- DetStrO2 BASE L OIN - 24HR 12.77 0.077 0.023 15.35 892.500 12.26 890.869 Outlet- DetStrO2 BASE IOOY -24H 14.11 1.865 0.005 12.77 891.208 12.05 890.822 Outlet- DetStrO2 BASE IOY -24H 15.83 0.645 0.067 14.11 895.009 14.16 891.211 Outlet- RGStr01 BASE 02Y -24H 12.06 3.352 0.012 15.83 893.503 12.33 890.891 Outlet- RGStr01 BASE 1.OIN - 24HR 0.00 0.000 0.129 12.06 896.303 12.07 893.537 Outlet- RGStr01 BASE 100Y -24H 12.04 14.057 0.000 24.27 895.906 0.00 892.570 Outlet- RGStr01 BASE lOY -24H 12.03 8.429 -0.576 12.04 896.865 13.01 895.038 Outlet- RGStrO2 BASE 02Y -24H 11.93 1.266 -0.607 12.03 896.560 12.04 894.147 Outlet- RGStrO2 BASE 1.0IN - 24HR 0.00 0.000 0.135 12.07 896.407 12.08 896.302 Outlet- RGStrO2 BASE IOOY -24H 11.58 0.596 0.000 0.101 24.28 895.907 0.00 893.490 Outlet- RGStrO2 BASE IOY -24H 11.71 0.872 0.088 12.04 897.090 12.05 897.019 Outlet- RGStrO3 BASE 02Y -24H 11.89 0.728 0.209 12.04 896.637 12.05 896.552 Outlet- RGStrO3 BASE 1.0IN - 24HR 0.00 0.000 0.000 12.07 896.409 12.08 896.302 Outlet- RGStrO3 BASE IOOY -24H 10.95 0.339 -0.075 24.28 895.907 0.00 893.490 Outlet- RGStrO3 BASE lOY -24H 11.66 0.625 0.102 12.04 897.147 12.05 897.019 RGOverflowOl BASE 02Y -24H 12.02 3.153 0.311 12.03 896.657 12.05 896.552 RGOverflowOl BASE I.OIN - 24HR 17.58 0.015 0.001 12.02 894.309 15.35 892.500 RGOverflowOl BASE 100Y -24H 12.02 15.070 -4.490 17.58 894.009 12.77 891.208 RGOverflowOl BASE lOY -24H 12.01 5.107 -0.224 14.09 895.012 14.11 895.009 RGOverflowO2 BASE 02Y -24H 12.02 2.429 0.185 12.01 894.414 15.83 893.503 RGOverflowO2 BASE 1.0IN - 24HR 15.30 0.013 0.001 12.02 894.371 12.02 894.309 RGOverflowO2 BASE IOOY -24H 12.02 13.171 8.181 17.60 894.011 17.58 894.009 RGOverflowO2 BASE IOY -24H 12.02 3.958 -0.150 14.07 895.016 14.09 895.012 RGOverflowO3 BASE 02Y -24H 12.01 0.997 0.043 12.01 894.496 12.01 894.414 RGOverflowO3 BASE L OIN - 24HR 0.00 0.000 0.000 12.01 895.150 12.02 894.371 RGOverflowO3 BASE IOOY -24H 12.02 9.549 0.493 24.27 894.855 17.60 894.011 RGOverflowO3 BASE IOY -24H 12.08 1.986 0.065 12.02 895.600 14.07 895.016 RGOverflowO4 BASE 02Y -24H 14.51 0.097 0.005 12.08 895.232 12.01 894.496 RGOverflowO4 BASE I. OIN - 24HR 0.00 0.000 0.000 14.51 896.033 12.01 895.150 RGOverflowO4 BASE IOOY -24H 12.02 7.290 0.391 24.27 895.348 24.27 894.855 RGOverflowO4 BASE IOY -24H 12.12 1.412 0.152 12.02 896.512 12.02 895.600 RGOverflowO5 BASE 02Y -24H 0.00 0.000 0.000 12.12 896.187 12.08 895.232 RGOverflowO5 BASE L OIN - 24HR 0.00 0.000 0.000 0.00 0.000 0.00 0.000 RGOverflowO5 BASE IOOY -24H 0.00 0.000 0.000 0.00 0.000 0.00 0.000 RGOverflowO5 BASE IOY -24H 0.00 0.000 0.000 0.00 0.000 0.00 0.000 RGOverflowO6 BASE 02Y -24H 0.00 0.000 0.000 0.00 0.000 0.00 0.000 RGOverflowO6 BASE 1.0IN - 24HR 0.00 0.000 0.000 0.00 0.000 0.00 0.000 RGOverflowO6 BASE IOOY -24H 0.00 0.000 0.000 0.00 0.000 0.00 0.000 RGOverflowO6 BASE IOY -24H 0.00 0.000 0.000 0.00 0.000 0.00 0.000 RGOverflowO7 BASE 02Y -24H 0.00 0.000 0.000 0.00 0.000 0.00 0.000 RGOverflowO7 BASE 1.0IN - 24HR 0.00 0.000 0.000 0.00 0.000 0.00 0.000 RGOverflowO7 RGOverflowO7 BASE 100Y -24H 0.00 0.000 0.000 0.00 0.00 0.000 0.000 0.00 0.000 RGStrOl -Det01 BASE BASE IOY -24H 02Y -24H 0.00 0.000 0.000 0.00 0.000 0.00 0.00 0.000 0.000 RGStr01 -Det01 BASE 1.OIN - 24HR 12.07 0.00 3.975 0.000 0.142 12.07 893.537 12.07 892.696 RGStr01 -Det01 BASE IOOY -24H 12.04 14.624 0.000 0.00 892.570 12.77 891.208 RGStrOl -Det01 BASE lOY -24H 12.04 9.011 4.304 13.01 895.038 14.11 895.009 RGStr02- RGStrOl BASE 02Y -24H 12.78 0.660 1.734 12.04 894.147 15.83 893.503 RGStr02- RGStrOl BASE L OIN - 24HR 0.00 0.000 0.093 12.08 896.302 12.07 893.537 0.000 0.00 893.490 0.00 892.570 7/3/2013 H:\ 2013 \wl30202 \Engineering \design \site design \drainage - jo'b\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Pagel of 2 Pilgrim Lutft.ian Church Job A w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west Name Group Simulation Max Time Flow Max Flow Max Max Time Max Max Time Max hrs Delta Q US Stage US Stage DS Stage DS Stage cfs cfs hrs ft hrs ft RGStr02- RGStr01 RGStr02- RGStrOl BASE BASE 100Y -24H 11.50 0.646 -0.058 12.05 897.019 13.01 895.038 RGStr06- RGStrO5 BASE 10Y -24H 02Y -24H 12.63 12.08 0.646 0.099 12.05 896.552 12.04 894.147 RGStr06- RGStrO5 BASE 1-01N - 24HR 24.28 2.418 0.018 -0.753 12.07 896.407 12.06 896.303 RGStr06- RGStrO5 BASE IOOY -24H 12.05 11.167 0.005 -2.519 24.28 895.907 24.27 895.906 RGStr06- RGStrO5 BASE IOY -24H 12.04 6.493 1.584 12.04 12.04 897.090 12.04 896.865 RGStr07- RGStrO6 RGStr07- RGStrO6 BASE BASE 02Y -24H 12.39 5.184 7.941 12.07 896.637 896.409 12.23 12.07 896.369 896.407 RGStr07- RGStrO6 BASE L OIN - 24HR IOOY -24H 14.95 12.00 0.563 -0.751 24.28 895.907 24.28 895.907 RGStr07- RGStrO6 BASE IOY -24H 12.23 6.006 5.855 -5.696 12.04 897.147 12.04 897.090 -5.787 12.03 896.657 12.04 896.637 7/3/2013 H:\ 2013 \w130202 \Engineering \design \site design \drainage - jo'b\ icpr\ wwl302O2c- RevisedWeir- cQ7O3l3.Icp Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 Pilgrim Lut.,,ran Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lo.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west The proposed enters detention prior to release --------------------------------- Name: Existing Group: BASE Unit Hydrograph: uh484 Rainfall File: Scsii -24 Rainfall Amount(in): 0.000 Area(ac): 7.140 Curve Number: 70.30 DCIA( %): 0.00 Existing Conditions --------------------------------- Name: RainGarden 01 Group: BASE Unit Hydrograph: uh484 Rainfall File: Scsii -24 Rainfall Amount(in): 0.000 Area(ac): 0.300 Curve Number: 94.00 DCIA( %): 0.00 ------------------------------------------- Node: 99 Status: Onsite Type: SCS Unit Hydrograph CN Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 38.24 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 --------------------------------------------- Node: RainGar01 Status: Onsite Type: SCS Unit Hydrograph CN Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 5.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 The proposed enters rain garden for water quality --------------------------------- Name: RainGarden 02 Node: RainGar02 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: uh484 Peaking Factor: 484.0 Rainfall File: Scsii -24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.570 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA( %): 0.00 The proposed enters rain garden for water quality --------------------------------------------------------------- 7/3/2013 H: \2013 \w130202 \Engineering \design \site design \drainage - jo' b\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Pagel of 32 Name: Detention Group: BASE 01 Node: Detention Status: Onsite Type: SCS Unit Hydrograph CN Unit Hydrograph: uh484 Peaking Factor: 484.0 Rainfall File: Scsii -24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac). 1.710 Time Shift(hrs): 0.00 Curve Number: 89.00 Max Allowable Q(cfs): 999999.000 DCIA( %): 0.00 The proposed enters detention prior to release --------------------------------- Name: Existing Group: BASE Unit Hydrograph: uh484 Rainfall File: Scsii -24 Rainfall Amount(in): 0.000 Area(ac): 7.140 Curve Number: 70.30 DCIA( %): 0.00 Existing Conditions --------------------------------- Name: RainGarden 01 Group: BASE Unit Hydrograph: uh484 Rainfall File: Scsii -24 Rainfall Amount(in): 0.000 Area(ac): 0.300 Curve Number: 94.00 DCIA( %): 0.00 ------------------------------------------- Node: 99 Status: Onsite Type: SCS Unit Hydrograph CN Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 38.24 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 --------------------------------------------- Node: RainGar01 Status: Onsite Type: SCS Unit Hydrograph CN Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 5.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 The proposed enters rain garden for water quality --------------------------------- Name: RainGarden 02 Node: RainGar02 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: uh484 Peaking Factor: 484.0 Rainfall File: Scsii -24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.570 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA( %): 0.00 The proposed enters rain garden for water quality --------------------------------------------------------------- 7/3/2013 H: \2013 \w130202 \Engineering \design \site design \drainage - jo' b\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Pagel of 32 Pilgrim Lut,= an Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west Name: RainGarden 03 Node: RainGar03 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: uh484 Peaking Factor: 484.0 Rainfall File: Scsii -24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.360 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA( %): 0.00 The proposed enters rain garden for water quality ------------------------------ Name: RainGarden 04 Group: BASE Unit Hydrograph: uh484 Rainfall File: Scsii -24 Rainfall Amount(in): 0.000 Area(ac): 1.210 Curve Number: 93.00 DCIA( %): 0.00 ------------------------------------------- Node: RainGar04 Status: Onsite Type: SCS Unit Hydrograph CN Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 5.13 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 The proposed enters rain garden for water quality Name: RainGarden 05 ---------------------------------------------- Node: RainGar05 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: uh4B4 Peaking Factor: 484.0 Rainfall File: Scsii -24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.570 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA( %); 0.00 The proposed enters rain garden for water quality ---------------------------- Name: RainGarden 06 Group: BASE Unit Hydrograph: uh484 Rainfall File: Scsii -24 Rainfall Amount(in): 0.000 Area(ac): 1.280 Curve Number: 89.00 DCIA( %): 0.00 ------------------------------------------- Node: RainGar06 Status: Onsite Type: SCS Unit Hydrograph CN Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 5.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 The proposed enters rain garden for water quality ----------------------------------------------------------------------------------- Name: RainGarden 07 Node: RainGar07 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: uh484 Peaking Factor: 484.0 Rainfall File: Scsii -24 Storm Duration(hrs): 0.00 7/3/2013 H:\ 2013 \wl30202 \Engineering \design \site design \drainage - oolb\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 32 Pilgrim Luc.. -tan Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 1.140 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.000 DCIA( %): 0.00 The proposed enters rain garden for water quality m :a�eNodes =o -de -s- -- ���� Name: 99 Base Flow(cfs): 0.000 Init Stage(ft): 847.000 Group: BASE Warn Stage(ft): 999.000 Type: Time /Stage Boundary Condition for the Existing Condition Node 99 Time(hrs) Stage(ft) --- ------ - - - - -- --------------- 0.00 847.000 12.00 847.000 36.00 847.000 ------------------------------- Name: Detention Group: BASE Type: Stage /Area ODetention Volumes Stage(ft) --- ------ - -- --- --------------- Area(ac) 891.000 0.0400 892.000 0.4000 893.000 0.5000 894.000 0.5500 895.000 0.6900 896.000 0.8740 896.500 0.9228 Base Flow(cfs): 0.000 ----------------------------------------------------- Name: DetStr01 Base Flow(cfs): 0.000 Group: BASE Type: Stage /Area Inline structure of the outlet for the detention area Stage(ft) Area(ac) -- ---- ------ - -- --------------- 890.450 0.0003 895.000 0.0003 Init Stage(ft): 891.000 Warn Stage(ft): 895.000 --------------------------- Init Stage(ft): 890.450 Warn Stage(ft): 895.000 ------------------------------------------------------------------------------------------ Name: Ex Ditch Base Flow(cfs): 0.000 Init Stage(ft): 890.000 Group: BASE Warn Stage(ft): 893.000 Type: Time /Stage 7/3/2013 H:\ 2013 \wl30202 \Engineering \design \site design \drainage - jo'b\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 32 Pilgrim Lut...fan Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west Boundary Condition from the Onsite Detention where it ties into existing legal grain ditch leaving property Time(hrs) Stage(ft) --------- -- - - -- --------------- 0.00 890.000 12.00 890.837 36.00 890.000 -------------------------------------------------------------- Name: RainGar01 Base Flow(cfs): 0.000 Init Stage(ft): 893.000 Group: BASE Type: Stage /Area Warn Stage(ft): 894.000 Rain Garden Volumes Stage(ft) Area(ac) -- ------- -- - - -- --------------- 893.000 0.0095 894.000 0.0152 --------------- -- - -- -- Name: RainGar02 Group: BASE Type: Stage /Area Rain Garden Volumes Stage(ft) ---- ----- -- - - -- - - - - -- 893.000 894.000 ------------------------------ Base Flow(cfs): 0.000 Area (ac) 0.0144 0.0327 ------------------------------- Name: RainGar03 Group: BASE Type: Stage /Area Rain Garden Volumes Stage(ft) Area(ac) --- ------ - - -- -- --------------- 894.000 0.0219 895.000 0.0356 Name: RainGar04 Group: BASE Type: Stage /Area Rain Garden Volumes Stage(ft) Area(ac) ----- ---- - - - --- --------------- 895.000 0.1237 896.000 0.1624 897.000 0.2024 ----------------- - - - - -- Base Flow(cfs): 0.000 Base Flow(cfs): 0.000 --------------------------- Init Stage(ft): 893.000 Warn Stage(ft): 894.000 --------------------------- Init Stage(ft): 894.000 Warn Stage(ft): 895.000 ------------------------------ Init Stage(ft): 895.000 Warn Stage(ft).. 896.000 7/3/2013 N:\ 2013 \wl30202 \Engineering \design \site design \drainage - jolb\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 32 Pilgrim Lutrp —an Church Job # w09.0542 w13.0202 Same file as w090542bb120610.icp Replaced weir between rg07 -rg06 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rg05 with 3 - 15 inch pipe w /slope to west Type: Stage /Area Inline structure of the outlet for the rain garden area Stage(ft) Area(ac) ----- -- -- - - -- -- --------------- 893.490 0.0003 896.000 0.0003 °°= S== ctio= ns° ° °9 === °= �= ��a= a = == c °=== =____ °__ Name: Group: BASE Encroachment: No - - -- Station(ft) Elevation(ft) Manning's N --- - --- -- - -- --- -- - - - - - -- - ----- -- - - - - --- __-- Operating Tables =______ __ _____ '_ °_ °__ °'_ ° a==°==°__ -------- = = °_ °__°=--------- Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth;inl - --- -- --- -- - - -- - -------- - - - - -- Name: DetStr01-ExDitc From Node: DetStr01 Group: BASE To Node: Ex Ditch UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 15.00 15.00 Rise(in): 15.00 15.00 Invert(ft): 890.440 890.000 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Length(ft): 150.00 Count: 1 Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None 7/3/2013 H: \2013 \w130202 \Engineering \design \site design \drainage - jo'b\ icpr\ wwl30202c- RevisedWeir- c0703l3.ICP Interconnected Channel and Pond Routing Model (ICPR) ©200 2 Streamline Technologies, Inc. Page 6 of 32 Pilgrim Lutt,e-ran Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west ----------------------------------------------------- Name: RainGar05 Base Flow(cfs): 0.000 Group: BASE Type: Stage /Area Rain Garden Volumes Stage(ft) Area(ac) -- ---- --- - --- -- --------------- 895.000 0.0170 896.000 0.0399 897.000 0.0648 898.000 0.0889 ------------------------------- Name: RainGar06 Group: BASE Type: Stage /Area Rain Garden Volumes Stage(ft) Area(ac) ---- ----- - -- - -- --------------- 895.000 0.0452 896.000 0.0954 897.000 0.1353 898.000 0.1695 Name: RainGar07 Group: BASE Type: Stage /Area Rain Garden Volumes Stage(ft) Area(ac) --------- - - -- -- --------------- 895.000 0.0191 896.000 0.0448 897.000 0.0682 898.000 0.1361 Base Flow(cfs): 0.000 --------------------------- Init Stage(ft): 895.000 Warn Stage(ft): 896.000 ----------------------- Init Stage(ft): 895.000 Warn Stage(ft): 896.000 ---------------------------------------------- Base Flow(cfs): 0.000 Init Stage(ft): 895.000 Warn Stage(ft): 896.000 ------------------------------- ----------------- ame: RGStr01 Base Flow(cfs): 0.000 Init Stage(ft): 892.570 Group: BASE g Type: Stage/Area Warn Stage(ft): 896.000 Inline structure of the outlet for the rain garden area Stage(ft) Area(ac) - --- ---- - - - - --- --------------- 892.570 0.0003 896.000 0.0003 -------------------------------- ----------------- ame: RGStr02 Base Flow(cfs): 0.000 Init Stage(ft): 893.490 Group: BASE Warn Stage(ft): 896.000 7/3/2013 H: \2013 \wl30202 \Engineering \design \site design \drainage - jo'b\ icpr\ ww130202c- RevisedWeir- c070313.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 5 of 32 Pilgrim Lutheran Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west ----- -- ------ ---- -- --------- - - - - -- _______________________ ------------------------------ Name: RGStr01 -Det01 From Node: RGStr01 -- Group: BASE LengtCoun : 125.00 To Node: Detention Count: 1 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ----------------------------------------------------- Name: UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 24.00 24.00 Rise(in): 24.00 24.00 Invert(ft): 892.570 892.000 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ----------------------------------------------------- Name: RGStr02- RGStr01 From Node: RGStr02 Group: BASE To Node: RGStr01 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 6.00 6.00 Rise(in): 6.00 6.00 Invert(ft): 893.490 892.570 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None Length(ft): Count: Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Stabilizer Option: ------------------ - - - --- 205.00 1 Automatic Most Restrictive Both 0.00 1.00 0.00 Use do or tw Use do None --- -- -- --- ------- ------- ---- - - - - -- _________________________ --------------- -- -- - - - - - -- Name: RGStr06- RGStrO5 From Node: RainGar06 Group: BASE To Node: RainGar05 Lengt Count: : 25.00 Count: 3 Friction E q uation: Automatic UPSTREAM DOWNSTREAM Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 15.00 15.00 Flow: Both Rise(in): 15.00 15.00 Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 7/3/2013 H:\ 2013 \w130202 \Engineering \design \site design \drainage - jo'b\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 7 of 32 Pilgrim Lutr,tan Church Job # wO9.O542 w13.02O2 Same file as wO9O542bbl2O6lO.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rgO6 -rgO5 with 3 - 15 inch pipe w /slope to west Invert(ft): 895.800 895.500 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ------------------------------------------------- Name: RGStrO7- RGStrO6 From Node: RainGarO7 Group: BASE To Node: RainGarO6 Name: Outlet- DetStrO2 From Node: Detention Group: BASE UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 15.00 15.00 Rise(in): 15.00 15.00 Invert(ft): 895.500 895.000 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None ------------------- Length(ft): Count: Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Stabilizer Option: 25.00 3 Automatic Most Restrictive Both 0.00 1.00 0.00 Use do or tw Use do None Drop �-aa��= m_ �saa����asae� Name: Outlet- DetStrO2 From Node: Detention Group: BASE =���asa�a�as�a���$�_= Length(ft): 20.00 To Node: DetStrO1 Count: 1 UPSTREAM Geometry: Circular DOWNSTREAM Circular Friction Equation: Automatic Span(in): 12.00 12.00 Solution Algorithm: Most Restrictive Rise(in): 12.00 Flow: Both Invert(ft): 890.600 890.4 890.990 Entrance Loss Coef: 0.000 Manning's N: 0.013000 0.013000 Exit Loss Coef: 1.000 Top Clip(in): 0.000 0.000 Outlet Ctrl Spec: Use do or tw Bot Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 7/3/2013 H: \2013 \w13O2O2 \Engineering \design \site design \drainage - io'b\ icpr\ wwl3O2O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 8 of 32 Pilgrim LUL— an Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between rg07 -rgO6 with 3 - 15 Replaced weir between rg06 -rgO5 inch pipe w /slope to west with 3 - 15 inch pipe w /slope to west Downstream FHWA Inlet Edge Description: _ T Circular Concrete: Square edge w/ headwall Outlet from the detention site to the tie into the Legal Drain. * ** Weir 1 of 3 for Drop Structure Outlet- DetStr02 * ** Count: 1 Bottom Clip(in): 0.000 TABLE Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Geometry: Circular Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Span(in): 4.00 Rise(in): 4.00 Invert(ft): 891.000 Control Elev(ft): 891.000 * ** Weir 2 of 3 for Drop Structure Outlet- DetStr02 * ** Count: 1 B Bottom Clip(in): 0.000 TABLE Type: Horizontal Top Clip(in): 0.000 Flow: Both Geometry: Rectangular Weir Disc Coef: Orifice 3.200 Disc Coef: 0.600 Span(in): 24.00 Rise(in): 24.00 Invert(ft): 999.000 Control Elev(ft): 999.000 * ** Weir 3 of 3 for Drop Structure Outlet- DetStr02 * ** Count: 1 Bottom C11 p(in): 0.000 TABLE Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Geometry: Circular Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Span(in): 6.00 Invert(ft): 893.450 Rise(in): 6.00 Control Elev(ft): 893.450 ---------- --- ----- ----------------- Name: Outlet- RGStr01 From Node: Group: BASE - - -- -- RainGar05 Length(ft): _______________ 1.00 To Node: RGStr01 Count: 1 UPSTREAM DOWNSTREAM Geometry: Circular Circular Friction Equation: Automatic Span(in): 24.00 24.00 Solution Algorithm: Most Restrictive Rise(in): 24.00 24.00 Flow: Both Invert(ft): 892.600 892.570 Entrance Loss Coef: 0.000 Manning's N: 0.013000 0.013000 Exit Loss Coef: 1.000 Top Clip(in): 0.000 0.000 Outlet Ctrl Spec: Use do or tw Bot Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Outlet from the Rain Garden site . 7/3/2013 H: \2013 \wl30202 \Engineering \design \site design \drainage - jo'b\ icpr\ ww130202c- RevisedWeir- c070313.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 9 of 32 Pilgrim Lut ='an Church Job # wO9.O542 w13.02O2 Same file as wO9O542bbl2O6lO.icp Replaced weir between rgO7 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rgO6 -rgO5 with 3 - 15 inch pipe w /slope to west * ** Weir 1 of 2 for Drop Structure Outlet- RGStrO1 * *+ Count: 1 Bottom Clip(in): 0.000 TABLE Type: Vertical: Mavis Top Clip(in): 0.000 Flow: None Geometry: Circular Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Span(in): 6.00 Rise(in): 6.00 Invert(ft): 895.000 Control Elev(ft): 895.000 * ** Weir 2 of 2 for Drop Structure Outlet- RGStrO1 * ** Count: 1 Bottom Clip(in): 0.000 TABLE Type: Horizontal Top Clip(in): 0.000 Flow: Both Geometry: Circular Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Span(in): 24.00 Rise(in): 24.00 Invert(ft): 896.000 Control Elev(ft): 896.000 -- --- ---------- --- ---- - -- - - -- ------------------------------------- Name: Outlet- RGStr02 From Node: Group: BASE RainGarO6 LengtCoun : ________________ 1.00 To Node: RGStrO2 Count: 1 UPSTREAM DOWNSTREAM Geometry: Circular Circular Friction Equation: Automatic Span(in): 6.00 6.00 Solution Algorithm: Most Restrictive Rise(in): Flow: Both Invert(ft): 893.500 893.490 893. 893. Entrance Loss Coef: 0.000 's N: 0.013000 0.013000 Mp Exit Loss Coef: 1.000 Clip Top Clip(in): 0.000 0.000 Outlet Ctrl Spec: Use do or tw Bot Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Outlet from the Rain Garden site . ' ** Weir 1 of 2 for Drop Structure Outlet- RGStrO2 *•* Count: 1 Type: Vertical: Mavis Bottom Clip(in): 0.000 TABLE Flow: None Top Clip(in): 0.000 Geometry: Circular Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Span(in): 6.00 Rise(in): 6.00 Invert(ft): 895.000 Control Elev(ft): 895.000 * ** Weir 2 of 2 for Drop Structure Outlet- RGStrO2 * ** Count: 1 Bottom Clip(in): 0.000 TABLE Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 7/3/2013 H :\ 2013 \wl3O2O2 \Engineer.ing \design \site design \drainage - jo' b\ icpr\ wwl3O2O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 10 of 32 Pilgrim Lug - -can Church Job # w09.0542 w13.0202 Same file as w090542bbl206lO.icp Replaced weir between rg07 -rg06 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rg05 with 3 - 15 inch pipe w /slope to west Geometry: Circular Span(in): 18.00 Rise(in): 18.00 ----------------------------- Name: Outlet- RGStr03 Group: BASE UPSTREAM Geometry: Circular Span(in): 6.00 Rise(in): 6.00 Invert(ft): 894.000 Manning's N: 0.013000 Top Clip(in): 0.000 Bot Clip(in): 0.000 Orifice Disc Coef: 0.600 Invert(ft): 896.000 Control Elev(ft): 896.000 --------------- - - - -- From Node: RainGar07 To Node: RGStr02 DOWNSTREAM Circular 6.00 6.00 893.490 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Outlet from the Rain Garden site . * ** Weir 1 of 2 for Drop Structure Outlet- RGStr03 * ** Count: 1 Type: Vertical: Mavis Flow: None Geometry: Circular Span(in): 6.00 Rise(in): 6.00 Length(ft): 107.00 Count: 1 Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.000 Exit Loss Coef: 1.000 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Solution Incs: 10 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 895.000 Control Elev(ft): 895.000 * ** Weir 2 of 2 for Drop Structure Outlet- RGStr03 * ** Count: Type: 1 Horizontal Bottom Clip(in): 0.000 Flow: Both Top Clip(in): 0.000 Geometry: Circular Weir Disc Coef: Orifice Disc Coef: 3.200 0.600 Span(in): Rise(in): 18.00 18.00 Invert(ft): 896.000 Control Elev(ft): 896.000 TABLE TABLE Weirs �ase_ase-a =a Name: RG0verflow01 From Node: RainGarOl Group: BASE To Node: Detention Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal 7/3/2013 H:\ 2013 \wl30202 \Engineering \design \site design \drainage - jo' b\ icpr\ wwl30202c- Revisedweir- c0703l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 I of 32 Pilgrim Lut —Tan Church Job # wO9.O542 w13.O2O2 Same file as wO9O542bb12O61O.icp Replaced weir between rgO7 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rgO6 -rgO5 with 3 - 15 inch pipe w /slope to west Bottom Width(ft): 5.00 Left Side Slope(h /v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 894.000 Control Elevation(ft): 894.000 Struct Opening Dim(ft): 9999.00 Bottom Clip(ft): 0.000 TABLE Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ------------------------------ Name: RGOverflowO2 From Node: RainGarO2 Group: BASE To Node: RainGarO1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 5.00 Left Side Slope(h /v): 3.00 Right Side Slope(h /v): 3.00 Invert(ft): 894.000 Control Elevation(ft): 894.000 Struct Opening Dim(ft): 9999.00 Bottom Clip(ft): 0.000 TABLE Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 -------------------------- ------------------------------------------- Name: RGOverflowO3 - -" -'- '- ------ -- -- From Node: RainGarO3 Group: BASE To Node: RainGarO2 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 5.00 Left Side Slope(h /v): 3.00 Right Side Slope(h /v): 3.00 Invert(ft): 895.000 Control Elevation(ft): 895.000 Struct Opening Dim(ft): 9999.00 Bottom Clip(ft): 0.000 TABLE Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ------------------------------- -e:Rai------------------------------------ Name: RGOverf1owO4 --------------- Group: BASE From Node: RainGarO3 To Node: RainGarO3 7/3/2013 H:\ 2013 \w13O2O2 \Engineering \design \site design \drainage - io'b\ icpr\ wwl3O2O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 12 of 32 Pilgrim Lu— tan Church Job # w09.0542 w13.0202 Same file as w090542bb120610.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 5.00 Left Side Slope(h /v): 3.00 Right Side Slope(h /v): 3.00 Invert(ft): 896.000 Control Elevation(ft): 896.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 --------------------------------------------------------- Name: RGOverflow05 From Node: RainGar05 Group: BASE To Node: Detention Flow: None Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 5.00 Left Side Slope(h /v): 3.00 Right Side Slope(h /v): 3.00 Invert(ft): 896.000 Control Elevation(ft): 896.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 -------------------------------------------- Name: RGOverflow06 From Node: RainGar06 Group: BASE To Node: RainGar05 Flow: None Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 15.00 Left Side Slope(h /v): 3.00 Right Side Slope(h /v): 3.00 Invert(ft): 896.000 Control Elevation(ft): 896.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 7/3/2013 H:\ 2013 \w130202 \Engineering \design \site design \drainage - jolb\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 13 of 32 Pilgrim Lutr, ,eran Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west -------------------- -- - - -- Name: RGOverflowO7 Group: BASE Flow: None Type: Vertical: Mavis From Node: RainGar07 To Node: RainGarO6 Count: 1 Geometry: Trapezoidal Bottom Width(ft): 15.00 Left Side Slope(h /v): 3.00 Right Side Slope(h /v): 3.00 Invert(ft): 896.000 Control Elevation(ft): 896.000 Struct Opening Dim(ft): 9999.00 Bottom Clip(ft): 0.000 TABLE Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 = =a= Rating Curves Name: From Node: Count: 1 Group: BASE To Node: Flow: Both TABLE ELEV ON(ft) ELEV OFF(ft) 01: 0.000 0.000 #2: 0.000 0.000 #3: 0.000 0.000 #4: 0.000 0.000 Name: 02Y -01H Filename: H: \2007 \WO70840 \drainage \ICPR \02Y- O1H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: Huff II - 50% Rainfall Amount(in): 1.25 Time(hrs) Print Inc(min) --- -- --- - - -- --- --------------- 12.000 5.00 ----- Name: : 02Y 02Y -02H ------------------------------------------------------------------------------ Filename: H: \2007 \WO70840 \drainage \ICPR \02Y- 02H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 7/3/2013 H: \2013 \w130202 \Engineering \design \site design \drainage - jo' b\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 14 of 32 Pilgrim w Can Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between rg07 -rg06 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west Min Calc Time(sec): 1.0000 Boundary Stages: Time(hrs) ----- ---- - - -- Print Inc(min) -- --------------- 30.000 10.000 Group -------- - Run - - - BASE --- - - - -- Yes Max Calc Time(sec): 100.0000 Boundary Flows: 7/3/2013 H:\ 2013 \wl30202 \Engineering \design \site design \drainage - jo'b\ icpr\ wwl30202c- RevisedWeir- c070313.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 32 of 32 Pilgrim Lt. ran Church Job # w09.0542 w13.0202 Same file as w090542bb120610.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west Name: 02Y -24H Filename: S: \O'Bara \ICPR Data \02Y- 24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii -24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) ---- -- --- - - - - -- --------------- 30.000 5.00 ---------------------------------------------------------- Name: LOIN - 24HR Filename: S: \O'Hara \ICPR Data \LOIN - 24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii -24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------- - - - - -- --------------- 30.000 5.00 ----------------------------------------------- Name: IOOY -24H Filename: S: \O'Gara \ICPR Data \100Y- 24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii -24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) - -------- -- - - -- --------------- 30.000 5.00 ---------------------------------------------- Name: IOY -24H Filename: S: \O'Hara \ICPR Data \10Y- 24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii -24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) - ------ -- - -- --- --------------- 30.000 5.00 7/3/2013 H:\ 2013 \wl30202 \Engineering \design \site design \drainage - jo'b\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 1 Pilgrim Lu•. :an Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lO.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rgO5 with 3 - 15 inch pipe w /slope to west Name: 02Y -24H Hydrology Sim: 02Y -24H Filename: S: \O'Bara \ICPR Data \02Y- 24H.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.10000 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) -- --- ---- - --- Print Inc(min) -- 30.000 --------------- 10.000 Group - --- ----- Run -- - BASE - -- - - --- Yes ------- --- -- ------ -- --- Y- - - --9Y Name: 1.OIN - 24HR Hydrology ------------------------------------------------------- Sim: LOIN - 24HR Filename: S: \O'Bara \ICPR Data \1.ON - 24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No - - - BASE Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Delta Z Factor: 0.10000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 End Time(hrs): 30.00 Boundary Stages: Max Calc Time(sec): 60.0000 Boundary Flows: Time(hrs) --- -- ---- - --- Print Inc(min) -- 30.000 -- -- --- - - -- - -- 5.000 Group - ------- - Run - - - BASE - -- -- - -- Yes -------------------------------------- Name: IOOY -24H '-- ------ - - - -- Filename: S : \O'Bara \ICPR Data \100Y- 24H.I32m: 100Y -24H Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.10000 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 120.00 7/3/2013 H: \2013 \w130202 \Engineering \design \site design \drainage - jo'b\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of 2 Pilgrim Luo ,ran Church Job # w09.0542 w13.0202 Same file as w09O542bbl2O6lo.icp Replaced weir between rg07 -rgO6 with 3 - 15 inch pipe w /slope to west Replaced weir between rg06 -rg05 with 3 - 15 inch pipe w /slope to west Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------- - - - --- --------------- 120.000 10.000 Group Run ----- ---- --- - -- - -- -- BASE Yes ---------------------Y--------------------------------------------------------------- Name: 10Y -24H Hydrology Sim: 10Y -24H Filename: S: \0'Bara \ICPR Data \10Y- 29H.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.10000 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) - ----- --- - - - Print Inc(min) - -- - ---- 30.000 --- -- - - -- 10.000 Group --- ------ Run - - -- BASE -- - - - -- Yes 7/3/2013 H:\ 2013 \wl30202 \Engineering \design \site design \drainage - jo' b\ icpr\ wwl302O2c- RevisedWeir- cO7O3l3.ICP Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 2 !2 0 C, 0 rn O 0 cli N 0 :2 Of O 0 C r rn 0 O. CC'I 0 E C', N one :2 0 C4 0 M 0 Z 2 Oda0 _7 4' xl� 40 17i/ 2� f " tie 71 A. lx k AR N H! A n aa, 7 -7 SCALE: 1' 120' 0505 N. College Avenue 0 60 120 240 Indianapolis, Indiana 46280 M WEIHE 1'weih.nct ENGINEERS 1 317J846-6611 Page 1 of I Pilgrim Lutheran Church Proposed Storm Condition Rev. Date: 02 July 2013 Hydras - w Plan View wl302O2a-- aO702l3 I No. Lines: 1 1 07 -02 -2013 Hydraflow Storm Sewers 2005 atorm_:bewer 1 abulation Page 1 Station Len (ft) Drng Area Rnoff coeff (C) Area x C Tc Rain (1) (in /hr) Total flow (cfs) Cap full (cfs) Vel (ft/s) Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID Line To Line Incr (ac) Total (ac) Incr Total Inlet (min) Syst (min) Size (in) Slope ( %) Up (ft) Dn (ft) Up (ft) Dn (ft) Up (ft) On (ft) 1 End 26.0 0.34 0.34 0.52 0.18 0.18 5.0 5.0 6.1 1.08 6.25 4.56 12 3.08 897.00 896.20 897.44 896.48 900.00 0.00 Walk Cross w130202a— a070213 Number of lines: 1 Run Date: 07 -02 -2013 tb: intensity = 337.41 / (Inlet time + 28.70) ^ 1.14; Return period = 10 Yrs. Hydraflow Storm Sewers 2005 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total inlet Syst Size Slope Up Dn Up Dn Up Dn Line (ft) (ac) (ac) (C) (min) (min) (In/hr) (cfs) (cfs) (ft1s) (in) ( %) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 26.0 0.34 0.34 0.52 1 0.18 0.18 5.0 5.0 6.1 6.25 6.25 8.41 12 3.08 897.00 896.20 897.96 897.05 900.00 0.00 Walk Cross i i I i w130202a— a070213 Number of lines: 1 Run Date: 07 -02 -2013 NOTES: Intensity = 337.41 (Inlet time + 28.70) ^ 1.14; Return period = 10 Yrs. Total flows limited to full flow capacities. Hydraflow Storm Sewers 2005 .o O .o O CO) m v 0 /im� O v O Z C to S m Q ;u/� 0 y R v n R. n fJ . S r M c CD 7 (D 1 c,ll�l rn N C C CD M. ` w w N 1 to 3 CD CD r w Nj oV v S ;o y Q N c N 3 N CD � W Q