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Home My WebLink AboutDrainage Report: Aug 2004 ., i' Drainage Report 126TH STREET MEDICAL OFFICE PARK Kite Development Carmel, Indiana August 2004 , . ..- TABLE OF CONTENTS DRAINAGE SUMMARY & SITE MAPS.. ............ ....... ...... ,..... ... .............. ..........,.., ..... ...... .SECTION 1 DEVELOPED SITE DRAINAGE PLAN ....................................................................... ,..SECTION 2 STORM SEWER CALCULATIONS...................................,....... ...... ........................,.....,..,. ,. SECTION 3 Woolpert April 2004 126lh Street Medical Office Park Kite Development DRAINAGE REPORT Existing Conditions The existing 23.64-acre site is located in the n011hwest quadrant of the intersection of West Carmel Drive and Pennsylvania Street in the City of Carmel, Hamilton County, Indiana. At present, the site is an open grassy meadow with a line of trees and bushes along the west side of the prope11y. There is one existing pond located on the south end of the site that has been designated as existing wetlands. Soil types present onsite include Crosby silt loam and Brookston silt loam. The site cUlTently drains south into the existing pond and then continues south through twin 21" cOlTUgated metal pipes. The allowable release rate from the twin 21" C"M:P's into the existing manhole south of West Carmel Drive is 5.0cf8. This release rate was set forth in the drainage study "Addendum to Stonnwater Management Design Calculations on Hamilton Crossing" dated June 1, 1989 prepared by Paul I. Cripe and Associates. Release rate restrictions were placed on this site, the Duke property to the south, the Meijer propelty to the east, and Meridian Crossing to the west across U. S. 31. This was due to histOlical accounts of Pennsylvania Street oveliopping during intense rainfall events. According to the FEMA Flood Boundary and Floodway Map, Community Panel 180081 0007 C, the site does not lie in a floodplain. Proposed Conditions The proposed improvements include a multi-story office building, parking areas, expansion of the existing detention pond, stOlID and sanitary sewers, and other associated utilities. This construction will take place on the middle por60n of the overall site. Therefore, the proposed detention will be for this pOltion of the development as well as the existing building on the nOlth side of the propelty The release rate from the proposed pond will be held to 2.73cfs or less which is 55%, 12.90 Acres, of the allowable S.Ocfs for the overall site. This con.esponds to the percent of tbe property that is being disturbed with this ClllTent development and the existing n01ih building. The site will drain to the proposed detention pond, located on the west side of the propel1y, through a storm sewer network Pond A will outlet into a temporary channel that flows south to the existing twin 21-inch pipes under Carmel Drive. A 7-inch orifice plate will be placed on the outlet pipe from the pond to control tbe flow into the temporary channel to 2.23cfs_ This is less than the allowable 2.73cfs described above. In order to prevent flooding, due to the orifice being clogged, an emergency overflow weir will be placed at the 1 aO-year pond elevation of 867.95 ft A proposed watershed map for this site can be found in Section 2 of this report The ponds were analyzed using the SCS Method and the Advanced Interconnected Channel and Pond Routing (AdICPR) program version 3.02. The pond is designed to regulate the laO-year, Woo I pert August 2004 1261h Street Medical Office Park Kite Development Wi"" 24-hour rainfall event to 2.34cfs into the temporary channel that flows to the existing twin 2]" CMP culverts at the south end of the site. This is O.30efs less than the 2,73cfs restrictive release rate described above. Pond A Normal Pool 864.00 Acreage 0.73 Release Rate (cfs) 2.34 Time of concentration calculations and runoff values for the overall basin can be found in Section 2 of this report. The time of concentration was assumed to be 5 minutes for all storm sewer calculations and the !Unoffvalue was taken as 0.85, Conclusion The development of this property includes a multi-story office building, parking areas, the extension of all necessary utilities, and the reduction of the storm water outflow to help reduce flooding of Pennsylvania Street. The proposed development of Carmel Medical Center has been designed in accordance with the Drainage Report for the Hamilton Crossing East development dated November 1998. The post-developed release rate of 2.34cfs, for the north portion of the site is less than 2,73 cfs, the percent of the allowable release rate ofS.Ocfs set forth in the drainage study "Addendum to Stormwater Management Design Calculations on Hamilton Crossing" dated June 1, 1989 prepared by Paull. Cripe and Associates, Therefore, no adverse impacts are anticipated from this development. Woolpert Augusl2004 12611> Street Medical Office Park Kite Development \VOOLPERT Drainage Report OPUS LANDMARK AT MERIDIAN Opus North Corporation Carmel, Indiana July 2000 : Drainage Report OPUS LANDMARK AT MERIDIAN Opus North Corporation Cannel, Indiana July 2000 DRAINAGE REPORT Existing Conditions The existing 23.67-acre site is located in the northwest quadrant of the intersection of \~/est Carmel Drive and Pe1U1sylvania Street in the City of Carmel, Hamilton County, Indiana. At present, the site is an open grassy meadow with a line of trees and bushes along the west side of the property. 'Ibere is one existing pond located on the south end of the site that will be utilized for storm water detention. Soil types present onsite include Crosby silt loam and Brookston silt loam. The site currently drains south into the existing pond and then continues south through twin 2] " corrugated metal pipes. The allowable release rate from the twin 21" CMP's into the existing manhole south of West Carmel Drive is 5.0cfs. This release rate was set forth in the drainage study "Addendum to Stormwater Management Design Calculations on Hamilton Crossing" dated JlUle 1, 1989 prepared by PaulL Cripe and Associates. Release rate restrictions were placed on this site, the Duke property to the south, the Meijer property to the east, and Meridian Crossing to the west across U.S. 31. This was due to historical accounts of Pennsylvania Street overtopping during intense rainfall events. This drainage analysis follows the drainage designs that were done for the Meijer property to the east and the Hamilton Crossing East development to the south. According to the FEMA Flood Boundary and Floodway Map, Community Panel 180081 0007 C, the site does not lie in a floodplain. Proposed Conditions The proposed improvements include three multi-story office buildings, parking areas, two detention ponds, storm and sanitary sewers, and other associated utilities. The entire site will drain to the two proposed detention ponds, located on the west side of the property, through a storm sewer network. Pond A will flow south to Pond B through a 12" reinforced concrete pipe. An 8" orifice plate on the end of the pipe controls flow through this connecting pipe. In order to prevent flooding, due to the orifice being clogged, an emergency overflow weir will be placed at the 1 OO-year pond elevation of 866.27 ft. Flow from Pond B will be controlled through a 10" orifice plate placed on the end of the ] 8" reinforced concrete pipe. There will also be an emergency overflow weir placed at the 1 DO-year pond elevation of 861.07 [1. The 18" pipe will connect to the twin 21" eMP culverts that will be enclosed within proposed manholes. A proposed watershed map for this site can be found in Section 4 of this report The ponds were analyzed using the SCS Method and the Advanced IntercoIll1ected Channel and Pond Routing (AdICPR) program version 2.1]. The interconnected ponds are designed to regulate the IOO-year, 24-hour rainfall event to the 5.0cfs release rate. This design releases 3.68cfs into the existing twin 21" eMP culverts allhe south end of the site. This is 1.32cfs less Opus Landmark at Mencilan Opus North Corporation Wool pert July 2000 than the restrictive release rate set forth by Paul L Cripe and Associates in their drainage study "Addendum to Storm water Management Design Calculations on Hamilton Crossing" dated June 1, 1989. Pond A Pond B Normal Pool 864.00 858.70 Acreage 1.67 1.05 Volume (Ae-ft) Release Rate (ds) 1.63 3.68 The site was divided up into two sub-basins, N-BLDGS and S-BLDG. This was done to determine what area was going to each pond. The time of concentration was found for each individual basin by assuming travel time over gra<;s and pavement. The runoff value was calculated to be 91 for both drainage basins. Time of concentration calculations and runoff values for each of the sub-basins can be found in Section 2 of this report. Conclusion The development of this property includes three multi-story office buildings, parking areas, the extension of all necessary utilities, and the reduction of the storm water outflow to help reduce flooding of Pennsylvania Street. The proposed development of Opus Landmark at Meridian has been designed in accordance with the Drainage Report for the Hamilton Crossing East development dated November 1998. The post-developed release rate of 3.68cfs is less than the release rate of 5.0cfs set forth in the drainage study by Paul]. Cripe and Associates, therefore, no adverse impacts are anticipated from this development. Opus Landmark at Meridian Opus North Corporation Woolpert July 200J HAMILTON COUNTY, INDIANA SHEET NUMBER 50 r, I ~ APPROXIMATE 5CALE 400 0 :-1 .! .,., j ,-.--- ~ 400 FEET I III NATIONAL fLOOO INSURANCE PROGRAM FLOODW A Y FLOOD BOUNDARY AND FLOODWAY MAP CI TY 0 F CARMEL, INDIANA HAMILTON COUNTY PANEL 7 OF 14 ~SEE MAl' INDEX FOR PANELS NOT PRINTED} COMMUNITY.P ANEl NUMBER 180081 0007 C EFFECTIVE DATE: MAY 19, 1981 federal emergency management agency federal insurance administration (/) r.n f- f- ~ ~ -l ::::i UJ UJ f- f- <( 4: 0:: 0:: o 0 Q... 0- 0::: 0::: o 0 v u <! z <( > .J ~I I~ a: w 2 I I VJ-l f-W ,- -:;:: ~c: -l <( U I/J.. 0 w f f- ~ >- 01- a. - c: u 0 0 ~ Project: Carmet Professional Center Location: Carmel, Indiana Prepared By: Stacey Paul Date: 07/20/2000 N,BLDGS S-BLDG Surface description (table 3-1 ).....H.... Grass Grass Manning's roughness coeff.. n (table 3-1 ).. 0.15 0.15 Flow length, L (total L <=300ft.)...... .ft. 20 20 Two-yr 24hr rainfall, P2..............in. 2.64 2.64 Land slope, s......................ftIft 0.01 001 0.007 (nL)^0.8 TI = ------------ Computed Tt. . .:11r. 0.065 0.065 P2^0.5 S^OA Surface description (PAVED or UNPAVED)........... Paved Paved Flow length, L.........H."...........ft 150 180 Watercourse slope, s.................ftlft 0.01 0.01 Average velocity, V (figure 3-1 }...... ft/s 203282 2.03282 Tt:::; U(36DO V)...........Computed TLhr. 0.020 0.025 Bottom Width...... ........ .....ft Depth........ ..........ft Left Side Slope ?:"1 Right Side Slope ?:1 Cross sectional flow area, 3..........ft^2 0 0 Wetted perimeter, Pw.... ..............ft 0 0 Hydraulic radius, r=a/Pw Compute r....ft 0 0 Channel slope.s.....................fVft Manning's roughness eoert.,n.. (See next sheet) V =(1.49 r^2/3 s^112)/n Computed V..ftJs 0 0 Flow length, L .......................ft. Tt == U(3600 V)...........Computed Tt.hr. 0.000 0.000 Velocity ....... ..............._.. __.... ....ftJs 2.5 2.5 Length...... .... ..... ......... ....... "H_" ..ft 655 680 Tt=U(3600v)......................Computed TLhr 0.073 0.076 Watershed or sUQarea Tc or Tt.....hr Watershed or subarea Tc or TL.min Project: Carmel Professiona[ Center Owner: Opus North Corporation Location: Carmel, Indiana Prepared by: Stacey Paul Existing Area or % Soil Type eN CNxA Land Use 1 SOB 69 34.50 Land Use.2 50 C 79 3950 Land Use 3 0 Land Use 4 0 land Use 5 0 I Use eN: II 74001 7411 Total: ~ 100t Dale; 06/13/2000 Project: Carmel Professional Center Location: Carmel, Indiana Prepared by: Stacey Paul Proposed North - (N-SlOGS) Area or '% Soil Type eN CNxA Land Use 1 4.95 B 98 485.1 Land Use 2 4.95 C 98 485.1 Land Use 3 1.75 B 61 106.75 Land Use 4 1.63 C 74 120.62 Land Use 5 1.67 POND 100 167 I 1364.571 Use eN: 11 9111 Total: I 14,951 Date: 07/20/2000 Project: Carmet Professional Center Location: Carmel, Indiana Prepared by: Stacey Paul Proposed South - {S-BLDG) Area or % Soil Type eN CNxA Land Use 1 3,83 B 98 375;34 Land Use 2 3C 98 294 Land Use 3 1,25 B 61 76.25 Land Use 4 1 C 74 74 Land Use 5 1.05 POND 100 105 l 924.591 Use eN: 11 9111 Total: l ~ 10:'131 Date: 07/20/2000 .~ Client: Sheet: ---L.:io. Subject: P~(lP05Ec:. R QvTlNL-, Order No.: Date: Checked by: OLPERT Computed by: \ \ Lf6e:ND :0 ~ NOD6 .. O. Ct J\Jk Mfr o ISMIIv N-5111O un, . or -j"O"fll ~e-.rn(i -8 ~\~ of Date: 1)~\6 . "_'~'_' ".,_.... ,~.;""'..n Advanced Interconnected Channel & Pond Routing {ICPR Ver 2.11} {lJ Copyright 1995, Streamline Technologies, Inc. CARMEL BUSINESS OFFICES - OPUS SITE CONNECTING DPUS PONDS TO EXISTING SOUTH G;\SD\SITE\58207\CALCS\DEV9\SIM 07/19/00 *******W*. Node Maximum Conditions - DEV9 ~~~~*~~~~*~***W*~******T**************~********~*****.****~**********************. (Time units - hours) Node Group Max Time Name Harne Conditions Max Stage ~afnin9 Max Detta Max Surface eft) Stage (ft) Stage eft) Area (sf) Max Time Max Inflo~ Inftow (cfs) Max Time Max Outflow Outflow (cfs) __.___________~w___~_____*____----------~~---~-~-----~~~____.__~____________________________~____.M_________~-~.-.---------- 45CULV BASE 12.45 860.98 861.00 -0.0100 34809.08 12.13 113.47 12.45 71.35 MEIJER BASE 13.00 854.41 855.31 -0.2200 315.71 13.09 68.27 0.00 0.00 MH BASE 13.08 856.09 861.00 0.0096 1187.75 13.07 68.27 13.08 68.27 Mill BASE 13.09 855.55 861.00 o .0083 1082.38 13.08 68.27 13.09 68.27 POND BASE 13.08 856.71 857.00 0.0078 84218.73 12.09 104.70 13.07 64.23 POND2 BASE 13.39 857.62 858.00 -0.0063 17640.64 12.05 17.90 15.73 2.50 MH3 NORTH 14.32 858.95 861.00 0.0021 602.81 14.31 3.68 14.32 3.68 PONO- A NORTH 17.85 866.27 868.00 0.0042 92830.82 12.03 63.64 11.73 1.63 POHD-B NORTH 14.31 861.07 863.00 0.0049 59892.22 12.03 47.43 14_31 3.68 Advanced Interconnected Channel & pond ~outing (ICPR Ver 2.11> [1} Copyright '995, Streamline Technologies, Inc. CARMEL BUSINESS OFFICES - OPUS SITE CONNECTING OPUS PONDS TO EXISTING SOUTH G:\SD\SITE\58207\CALCS\DEV9\SIM 07/19/00 *****....**. Basit"l S\..WlJTIary - DEV9 ...**.*..**......*..*........*****..****..........*....*......,. *** _~_________________________________________________________________~..r_________ Basin Name: Group Name: Node Name: Hydrograph Type: Unit Hydrograph: Peakins Factor: Spec Time Inc em!n): Camp Time Inc (m!n): Rainfall f 11 e: ~ainfall Amount (in): Storm Duration (hr): Status: Ti~ of Conc. (m)n): Lag Time <hr): Area (acres): vol of Unit Hyd (in): Curve N l1mbe r: DCIA 1%): Time Max (hrs): Flow MaK <ds): Runoff Volume (in): Runoff Volume (cf): *** Basin Name: Group Name: Node Name: Hydrograph Type: Unit Hydrograph: Peaking factor: Spec Time Inc (min): Comp Time Inc <min): Rainfall File: Rainfall Amount (in): Storm Duration (hr): Status: Time of Cone. (min): Lag Time (hr): Area (acres): Vol of Unit Hyd (in): Curve Number: DeIA (%): Time MaK (hrs): Flow MaK (ds); OS-SOUTH BASE POND UIl UH256 256.00 3.33 3.33 SCS11-24 6.00 24.00 OF FS ITE 25.00 D.DO 4.70 1.00 63.00 0.00 12.17 5.48 2.18 37120 HE -SITE BASE POND Ufl UII256 256.00 2.00 2.00 SCSI I -24 6.00 24_00 ONSlTE 15.00 0.00 1.44 1.00 85.00 0.00 12.07 4.84 1./- SHE BASE POND UH UH256 256.00 1.60 1.60 SCSI 1-24 6.00 24.00 ONSITE 12.00 0.00 9.57 1.00 91.00 0.00 1Z.05 40.50 4.96 172152 E - S ITE BASE MHZ UH UH256 256.00 0.93 0.93 SCSI 1-24 6.00 24.00 INACTIVE 1.00 0.00 0.40 1.00 82.00 0.00 12.02 1.81 MPP BASE 48CULV UH UH256 256.00 2.67 2.67 SCSI! -24 6.00 24.00 OFFSITE 20.00 0.00 6.40 1-00 94.00 0.00 12.13 21.34 5.29 123010 SE-SITE BASE POMD2 UH UH256 256.00 1-60 1.60 SCSll-24 6.00 24.00 ONSIlE 12.00 0.00 4.54 1.00 87.00 0.00 12.05 17.95 us31 BASe 48CULV UK UH256 256.00 2.67 2.67 SCSI I -24 6.00 24.00 OFFSITE 20.00 0.00 38.53 1.00 78.00 0.00 12.13 92.19 3.58 500391 N-BLDGS NoRTH POND'A UH UH256 256.00 1.33 1.33 SCSll-24 6.00 24.00 ONSITE 10.00 0.00 13.86 1.00 91.00 0.00 12.04 63.96 N-SITE BASE MH UH UH256 256.00 0.67 0.67 SCSII-24 6.00 24.00 ONSlTE 5.00 0.00 1.09 1.00 91. 00 0.00 12.01 6.40 4.96 19608 S-BLDG NORTH POND-B UH UH256 256.00 1.33 1.33 SCSn-24 0.00 24.00 ONSITE 10.00 0.00 10.00 1.00 91.00 0.00 12.04 46.14 Advanced Interconnected Chan~el & Pond RoutIng (ICPR Ver 2.11) [2) Copyright 1995, Streamtinc Technologies, Inc. CARMEL BUSINESS OFFICES - OPUS SITE CONNECTING OPUS PONDS TO EXISTING SOUTH G~\SO\SITE\58207\CAlCS\OEV9\SIM 07/19/00 .*~******* Basin Summary - DEV9 ***********.~**~*******~*~***w***.******.******* ___.~~.4______________~~_r______________~~a______._.__-.---------------~-~------ Runoff volume {in): Runoff Volume (cf): 4.30 22483 3.99 5786 4.52 74420 4.96 249323 4.96 179887 Advanced Int~rconnected Channel & Pond Routing (ICPR Ver 2.11) [1] Copyright 1995, Streamline Technologies, Inc. CARMEL OFFICE BUILDINGS .******.** Input Report **************~****~***~~*~~****.**********.*****~**~~. --------Class: Node-----------------------------------------------------..------ Name: 48cULV Base Flow(cfs): 0 Init Stage(ft); 855.85 Group: BASE Len,gth(ft): 0 ~arn Stage(ft}: 861 Conrnent: Stage(ft) Area(ac) 855.85 0 861 0.8 --------Class: Node---------------------------------------------------.--------- Name: MEIJER Base FLow(cfs): 0 Init Stage(ft}: 851 Group: BASE LengthCft); 0 ~arn Stage(ft): 855.31 COIlJl1l.?nt: Time(hrs) Stage(ft) o 850.78 10 851_41 1\ 851_74 12 853_35 13 854.41 14 852_79 15 852.14 16 851.77 19 851.4 22 851.28 24 851.26 25 851.05 29 850.78 30 850.78 60 850.78 --------class: Node---------------------------------------------------------.--- Name: MH Base f{ow{cfs): 0 Init Stege(ft): 852.65 Group: BASE Length(ft): 0 ~arn Stage(ft): 861 Cooment: Stage(ft) Area[ac) 852.65 0.01 861 0.01 --------Class: Node------------------------------------------------------------- Name: MHZ Base Flow(cfs): G Init Stage{ft}: 852.34 Group: BASE Length{ft): 0 ~arn Stagc<ft): 861 Com:nent: Stage(ft) 852.34 861 Area(ac) 0.01 0.01 Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.1') {21 copyright 1995, Streamline Technologies, Inc. CARMEL OFFICE BUILDINGS *******~** l~put Report *****w*******~****************.****.*.*****~**w********* n_ -----Class: N3J11e': POND Group: 8p.sE coument: Node - -- -- - - -- -- - - -- -- -- - -- - -- - -- - - -- -- - - - -- -- - -- -- - - - - -- -- - - - - - - - Base Flow{cts}: 0 Init Stage(ft): 853 Length(ft): 0 ~arn Stage(ft): 8S7 Stage{ft) Area{ac) 852 0_97 853 1.1' 854 1 .34 855 1 .63 856 1.8 857 1.97 ____roo_Class: Node--------------------------------------.---------------------- Narne: POND2 Base Flow(cfs): 0 Init Stage(ft): 855 Group: BASE Length{ft): 0 ~arn Stage{ft): 858 CO!1lllent: StageCft) Area{ac) 854 0.25 855 0_29 856 0_33 857 0.38 858 0.42 859 0.49 --------Class: Node----------------------------------------------------------.-- Name: MH3 Base Flow(ds): 0 In;t Stage(ftJ: 858.3 Group: NORTH length{ft): 0 ~arn Stsge(ft): 861 COlllllent: Stage{tt) 858.3 861 Area(sc} 0.01 0.01 --------C\ass: Node-----------------------------------.------------------------- Name: POND-A Base Ftow(cfs): 0 Injt Stage{ftJ: 864 Group: NORTH Length{ft): 0 Warn Stage(ft): 868 Comment: NORTH POND ON OPUS SITE StagcCft) Area{ac) B64 1.67 867 2.28 868 2.48 --------Class: Node.----------------.--------------------------------.---------- Name: PO~D-B Base Ftow(cfs): 0 [nit Stage{ft): 858.7 Group: NORTH Length(ft): 0 ~arn Stagc(ft): 863 Comment: SOUTH POND ON OPUS SITE Stage(ft) 858.7 863 Area(ac) 1.05 1.64 Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11) [3] Copyright 1995, Streamline Technologies, Inc. CARMEL OFFICE BUILDINGS ****~~*.~* Input Report **.********.~~~~.~*******.****.****************.*.****** _un ~".Class: Pipen __ __ _" u u_ __ U _n_ n_ _______ ___ __ _ __ _ __ _ -- un n n -- n ---- ~ame: II from Node; MHZ lengtn{ ft): 144 Group: BASE To Node; MEIJER Count; 1 UPSTREAM DO'.INSTREAH Equation: Average K Geometry: Circular Circular Flow: Both Span< in) : 54 54 Entrance Loss Coef: 0.5 Rise(;"): 54 54 Exi t Loss Coef: 0 Irwert(ft): 852.34 852.08 Bend Loss Coef: 0 Manni "g' s N; 0.013 0_013 Outlet Cntrl spec: Use de or tw TOp CUp(in); 0 0 Inlet Cntrl Spec: Use dn Bottom Clip(in): 0 0 Stabilizer Option: None Upstream FH\.IA Inlet Edge Description: Circular Concrete: Square edge wI headwall Downstream FH~A Inlet Edge Description: Circular Concrete: Square edge wI neadwall Structure # to Structure # -.-.----Class: pipe-.-.---------------------~~~~~~-----------------------------~ !lame: L1A From Node: MH Length( ft): 173 Group: BASE To Node: MH2 Count: 1 UPSTREAM DOI.INSTREAM Equation: Average I( Geometry: Circular Circular Flow: Both Span(in): S4 54 Entrance loss Coef: 0.5 Rise{in): 54 54 Exit Loss Coef: 0 Jnvert(ft): 852.65 852.34 Bend Loss Coef: 0 Manning's N: 0.013 0.013 OUtlet Cntrl Spec: Use dc or tw Top Clip(in): 0 0 Inlet Cntrl Spec: Use dn Bottom Clip(in): 0 0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Ci rcutarConcrete: Square edge wI headwal t Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wI headwall Structure # to Structure # Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11) [4] copyright 1995, Streamline Technologies, Inc. CARMEL OFFICE BUlI.DINGS -********* Input Report ******************************************************** --------Class: Pipe------------------------------------------------------------- Name: l2 From Node: POND length( ft): 198 Group: BASE To Node: MH Count: 1 UPSTREAM DOI.'NS1REAM Equation: Average 1( Geometry: Circular Circular Flow: Both Span( i n>: 48 48 Entrance Loss Coef: 0.5 Ri seCi n): 48 48 Exit Loss C01'1: 0 Invert( ft): 853 852.65 Bend loss coef: 0 Manning's H: 0.013 0.013 Outlet Cntrl Spec: Use dc or tw Top Clip( in): 0 0 Inlet Cntrt spec: Use dn Bottom Clip(in): 0 0 Stabilizer Option: NOrle Upstream FH~A Inlet Edge Description: Circular Concrete: Square edge wi headwalL Downstream FH~A Inlet Edge Description: Circular Concrete: Square edge ;J.I headwall Structure # to Structure # ----..--Class: Pipe---------.-------------------------------------..------------ Name; l3 From Node: 48cUlV length (f t): 194 Group: BASE To Node: POND Count: 1 UPSTREAM DOWNSTREAM Equat ion: Average K Geometry: Circular Circular flow: Both Span( i rI): 48 48 Entrance Loss Coef: 0.5 Ri see in): 48 48 Exi t Loss coef: 0 Invert(ft): 855.85 855_41 Bend loss Coef: 0 Manning'S N: 0.024 0.024 OUt Let Cntr I Spec: Use dc or tw Top Cl ip( in): 0 0 Inlet CntrL Spec: Use dn Bottom Cl ip( in): 0 0 StabiLizer Option: Wane Upstream FHWA Inlet Edge Description: Circular CMP: Projecting 2 3 Downstream FH~A Inlet Edge Description: Circular CMP; Projecting 2 3 Structure # to Structul'e # Advenced Interconnected Channel 8. Pond.Routing (ICPR Ver 2.11) [5] Copyright 1995, Streamline Technologies, lnc. CARMEL OFFICE BUILDINGS **k~****~ Input Report *~****~r***.*.*********~.*K***********ty~*****~********* _...-'--Class: pjpe----.-----------.....---------------------------------------- Name: L7 From Node: PON02 Length{ft) : 411 Group: BASE To Node: POND Count: 1 UPSTREAM DOWNSTREAM Equation: Average K Geometry: CircuLar Circular Flow: Both Span( in): 12 12 Entrance Loss Coef: 0.5 Rise(in): 12 12 hit loss Coef: 0 lnvert(ft): 855 853 Bend'loss coef: 0 Hanning'S N: 0.013 0.013 OutLet cntrl Spec: Use de or tw Top ctip(in): 0 a Inlet Cntrl Spec: Use dn Bottom Clip(in): 0 0 Stabilizer Option: None Upstream FHWA Intet Edge Description: Circular Concrete: Groove end projecting 3 Downstream FHIIA Inlet Edge Description: Circular Concrete: Groove end projecting 3 --------Class: pipe----------------------------------------.--------.-------.-.- Name: l4 From Node: MH3 LengthCft): 100 Croup: NORTH To Node: MH Count: 2 UPSTREAM DO'rlNSTREP.M Equation: Average I( Geometry: Circular Circular Flow: Both span(in): 21 21 Entrance loss Coef: 0.5 Rise(in): 21 21 Ex it Loss Coef: 0 InverHft) : 858.3 857.48 Bend loSS eoef: 0 Manning's N: 0.024 0.024 OUtlet Cntrl Spec: Use dc or tw Top Clip( in}: 0 0 Inlet Cntrl spec: Use dn Bottom clip(in}: 0 0 Stabiliter Option: None Upstream FHYA Inlet ~dge Description: Circular CKP: Projecting 2 3 Downstream FHWA Inlet Edge Description: Circular CMP: Head~all 2 structure # to Strm;tlJre #- Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11) [6] Copyright 1995. Streamline TechnoLogies, Inc. CARMEL OFFICE BUIlOINGS ~********w Input Report ****.**************.**~*.******+*******.**.***********~* --------Cla5s: Pipe-----------------------------------------------------------.- Name: l8 From Node: POND-B length{ft) : 44 Group: NORTH To Node: MH3 Count: 1 UPSTREAM OO\.JNSTREAM Equatlol1: Average ( Geometry: Circular CirCUlar Flow: !loth Span(in): 10 12 Entrance Loss Coef: 0.5 Rise{in): 10 .12 Exit Loss Coef: 0 Invert{ft): 858.7 858.3 8end Lass Cod: 0 Manning's H: 0.013 0.013 OutLet Cntrl Spec: Use dc or tw Top cl ip(in): 0 0 Inlet Cntrl spec: Use dn Bottom Cl ip( in): 0 0 StabiLizer Option: None Upstream FHYA InLet Edge Description: Circular Concrete: Square edge wi headwall Downstream fH~A Inlet Edge Description: Circular Concrete: Square edge ~I headwall PIPE cONNECTfON BETWEEN POND-B AND 21" TWIN PIPES --------Class: Pipe-----------------------------------------.--.---------------- !lame: L9 From Node: POND-A Length(ft) : 298 \iroup: NORTH To Node: POND-B Count: 1 UPSTREAM OO\./!lSTREAM Equation: Average K Geometry: Circular Circular Flow: Both span( in): 8 8 Entrance Loss Coef: 0.5 Rise{in): 8 8 Exit Loss Coef: 0 InverHft): 864 858.7 Bend Loss eoef: 0 Manning's N: 0.013 0.013 Outtet Cntrl Spec: Use de or tw Top Clip{in): 0 0 Inlet Cntrl Spec: Use dn Bottom Clip{in): 0 0 Stabil i zer Option: None Upstream FH~A Inlet Edge Description: Circular Concrete: Square edge 101/ headwall Downstream FHYA Inlet Edge Description: Circular Concrete: square edge 101/ headwall coNNECTING PIPE BET~EEN POND-A AND POND-B Hydraflow Plan View r..-.--....n.. ! 14 I ri._- p;;;...--..----........-.---.-. Project file: main.stm ~~-~-~~-~--~,._--------- 12 /'6 J ~ __._J_~_~~_~~~_in d~~_~~.~o.lis.:I~~..._~______ 4 t t --=L No. Lines: 19 ----.----.--." ._-~.- 'Tu.--....u.... i 07-18-2000 ----1 0\ I I i: I: ! I , i I. I; ji I: i' I ; I I I Hy....ral.'V JV t..l!.~rn I ....;e\"",( I uuUlullo.~n Page.1 . - _. -~- St::ltion Len Drng Area Rnaff Area x C Tc I Rain Total I Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line to coeff (I) flow , full . . Line To lncr Total Incr Tolal Inlet Sysl i ! Size Slope Up On Up On Up Dn Line i I (ft) (ac) lac) (e) (min) (min) (inlhr) (efs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) ! 1 End 990 0.27 7.95 0.35 0.D9 6.24 I 8.0 8.7 5.8 36.17 41.86 6.65 36 0.39 864.39 864.00 866.54 866.16 870.00 868.00 #1-#2 2 1 1600 OA1 3.7B 0.80 033 302 . 5.0 7.0 6.3 18.96 20.48 3.24 33 015 864.63 86439 86724 867.06 868.00 870.00 #2-#3 , 3 2 9.0 0.48 2.56 0.80 0.38 2.05 5.0 7.0 6.3 12.87 17.87 3.24 27 033 864.66 864.63 867.38 867.36 869.15 868.00 #3-#4 I 4 3 234.0 0.63 2.08 10.80 0.50 1.66 5.0 5.6 6.8 11.23 11.99 2.83 27 0.15 865.01 864.66 867.71 867.40 869.05 869.15 #4-#5 I 5 4 9.0 0.64 0.64 i 0.80 0.51 0.51 5.0 5.0 7.0 358 3.94 4.55 112 122 855.12 865.01 867.92 867.83 869.00 869.05 #5-#6 6 4 1250 0.35 0.81 0.80 0.28 0.65 5.0 5.0 7.0 451 455 368 1 15 0.50 865.63 865.01 868.45 867.83 868.70 869.05 #5-#7 7 6 9.0 0.46 0.46 0.80 0.37 0.37 5.0 5.0 7.0 2.57 2.65 3.27 12 0.56 865.68 865.63 868.70 868.66 869.00 868.70 #748 8 2 125.0 042 0.81 0.80 0.34 065 5.0 5.1 7.0 4.51 5.57 3.68 15 0.74 865.57 864.64 867.97 867.36 869.05 868.00 #34t9 9 8 9.0 0.39 0.39 0.80 10.31 0.31 5.0 5.0 7.0 2.18 5.69 2.78 12 2.56 866.23 866.00 868.22 868.18 869.30 869.05 #94tl 0 10 1 i 161.0 . 0.41 3.78 0.80 i 0.33 3.02 5.0 7.0 6.3 19.01 20.84 3.25 33 0.16 864.64 864.39 867.24 867.06 869.00 I 870.00 #2-#13 11 10 9.0 0.48 2.56 0.80 0.38 2.05 5.0 6.9 6.3 112.90 14.5B 3.25 27 0.22 864.66 864.64 867.38 867.36 859.00 869.00 1#13-#14 12 11 225.0 0.63 2.08 0.80 0.50 1.66 5.0 5.6 68 11.23 11.99 I 2.83 27 015 865.00 86466 867.70 867.40 869.00 869.00 #14-#15 13 12 9.0 0.64 0.64 0.80 0.51 0.51 5.0 50 7.0 3.58 11.39 4.55 12 10.22 865.92 865.00 I 867.92 867.82 869.00 a69.00 #15-#1 6 14 12 125.0 0.35 0.81 0.80 0.28 0.65 50 5.0 7.0 4.51 5.00 ::'.68 15 0.60 865.75 865"00 868.44 867.82 869.00 869.00 #1 5-#1 7 I 15 14 90 0.46 0.46 0.80 037 0.37 5.0 50 7.0 2.57 557 3.27 12 2.44 865.97 865.75 868.69 868.65 869.00 86900 #17.1t18 16 10 125.0 0.42 0.81 0.80 0.34 0.65 5.0 5.1 7.0 4.51 5.00 3.68 15 0.60 865.39 864.64 867.97 867.36 B69.00 86900 #13-#19 I i 5.00 17 15 90 0.39 0.39 0.80 0.31 0.31 5.0 5.0 7.0 2.18 7.96 2.78 12 865.95 865.50 868.22 868.19 869.00 869.00 #19.#20 18 1 200.0 0.06 0.12 0.80 0.05 0.10 5.0 5.7 6.7 0.65 2.52 1.09 12 0.50 86657 86557 867.16 86706 870.00 87000 #2-#11 19 18 136.0 0.06 0.06 0.80 0.05 0.05 5.0 5.0 7.0 0.34 12.52 0.84 12 0.50 866.75 866.57 867.19 867.18 870.00 870.00 #11-#12 i I ! I I i ! I ~ ! .--- Projec1 File main.stm I-D-F File: indianapolis.lDF Total number of lines: 19 Run Date: 07-18-2000 ~,_----,>,-"-_____~.__L~~~' /.JOTES Intensity" 56.97 I (Tc + 9.00) , 0.80: Return period" 1 0 Yrs: lnitial tailwater elevation = 866.16 (ft) ,"--- I- I I I , , ! I r- 3: (l) ...... > ~ ~I 0.., ~I 01 - , if- ; <'a lI:.. ' "'0 >. .:I: ,~.__."_..~.~__._.".......~. I o o o <;I a) .,- I r- o N (/) <P C ::J o z I i ILL I~ 1:8 II Ie 1'- jili l~ lLL io !- 'I> E Q) L -e o Cl :~ ! ! \..: I I ~ I _ ~ __~_~__-' I] nj. ""fa1-.... N .....Jrn. -Ie\.....,r 1.........,.Uh........Jn P"'!:I\;. " 1~ ---- Station Len OrnS! Area Rnotf Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Ehw Grnd I Rim Elev Line ID coeff (I) flow full Line To Incr Total Incr Total Inlet 5yst Si~e Slope Up On Up On Up On Line I (II) (ac) (ac) (e) (min) (min) (infhr) (cfs) (efs) {ftIs} (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) .~ ~-_.~. 1 End 25.0 0.21 0.56 0.80 0.17 0.45 5.0 5.5 68 304 3.56 4.95 12 1.00 864.25 864.00 864.99 ' 864.72 868. DO I 866.00 #21-#22 2 1 101.0 0.35 0.35 0.80 0.28 0.28 5.0 5.0 7.0 11.96 4.45 3.26 12 1.56 865.83 664.25 866.42 865.27 859.00 1868.00 #22-#23 I ! i I I i I I , , I i I , ! I 1 1 , ! I i \ I ! I i I I I I I i I-_~. I i i Project File: north.stm I-D.F File: indianapolis.IDF Total rfumber of lines: 2 Run Date: 07.20.2000 - --.--,. .. -.----- ...._.u_ NOTES: Intensity = 56.97 f (To + 9.00) h 0.80; Return period = 10 Yrs.; Initialtailwater elevation" 864.72 (ft) :s: (I) .- > s: <<S - Q" ~ o l4- res :r.... "C ~ J: .. . ... ...------~-w=~r1 101 ,0 I 01 ~I ......1 1 I r-- I 01 I ..- N it) oJ) C -I o Z N I i il..L 10 1- IW i'3 i ~I r ~ i I .21 I i -g i 1,- , I ill j ! ~ I ilL! i 0 i i-I , l H I . 1 I I . E U; .J:: "5 o !(f) i .. I ~,~ Ii :0 I,~ ".~___~___,_"_~___._,_".,__.~_~_l~,j n;, _.' al. _ -JV "- ..-,uu. -,t:~.....; . _....u 1e.......JU p"V". ,- Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Ele" Grnd I Rim Etev Line 10 coeff (I' flow full Line To Iocr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn Line 1ft) (ac) (ac) (e) (min) Imin) (in/hrl (cfs) (cf$) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) - ------ ,-.- 1 End 21.0 0.23 0.59 0.80 0.18 0.47 l 5.0 5.5 6.8 3.20 3.30 4.76 12 086 864.18 864.00 864.97 864. BO 868,00 B66,OO #24-#25 2 1 1210 0.36 0.3-6 0,80 0.29 029 5.0 5,0 7,0 201 4.39 3.86 12 1.52 865.42 864.56 867.02 ; 865.24 869.00 868,00 #25-#26 I I I i 1 I 1 1 I I i i 1 I I I I 1 i _J Project File: Soulh.stm I I-D-F File: indianapolislOF Total number of lines: 2 Run Date: 07-18-2000 I NOTES: IntenSity" 56,97 I (Tc + 9,00) ^ 0,80; Return period = 10 Yrs.; Initial tailwater elevation'" 664.60 (ft) I . Hydraflow Plan View I I I i I I I I l~---.-_..__..- ~?j==~file_:_ Main-south, stm 1 3 10 1 =L...!.~~!~~~_i~dia n~~?"=_'9 F 4 l 5 No. Lines: 11 ," I .07-18-2000 L_ n:> _.01._.IV ~.-'Dll. -,tt\l._. 1__Uh.........JIl P..~" I ! Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Jnvert Elev HGL Elev Grnd I Rim Elev Line lD eoeH (Il flow full Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up On Up On Line (ft) (ac) (ac) (C) (min) (min) (in/h r) (ds) (cfs) (Ws) (in) (%) (fl) (ft) {ft) (ft) (ft) (ft) ~'I--' I ._--"---~-' I I 1 i End 182.0 0.48 5,23 0.80 0.38 4.18 5.0 10.6 5.4 \22.39 25.69 405 36 0,15 858.97 858,70 861,16 860.89 86600 86200 #35-#36 I 2 1 9.0 0,53 i3.29 0,80 0.42 2.63 [5.0 10.5 5.4 114.11 15.91 2.90 30 0.15 858.99 858.98 861.42 861 .41 866.00 866.00 #36..:#37 3 2 174.0 0,12 2.76 0.80 0.10 2.21 5.0 9,6 5,6 12.31 112.42 3.10 27 I 0.16 859.27 858.99 861.72 861 .44 866.00 866.00 #37-#38 4 3 38.0 0.12 2.32 0.80 0.10 1.86 5.0 9.4 5.6 10.43 1035 3.32 24 0.21 859.35 859.27 861.95 861.87 866.00 866.00 \ #38-#39 5 4 146.0 0,45 2.20 0.60 0.36 1.76 5.0 8,6 5.8 10.23 10.42 3.26 24 0.21 859,66 859.35 1852.27 861.97 866.00 186600 i #39-#40 6 5 9.0 0.52 0.52 0.80 0.42 0.42 5.0 5,0 7.0 2.91 2.90 3.70 12 0.67 859,72 859.66 862.50 852.44 866.00 866.00 #40-#41 7 5 1290 1.23 123 0.80 0.98 0.98 8.0 8.0 6.0 5.89 15'85 3.33 18 0.31 860 06 859.66 862.84 862.44 866.00 866.00 #40-#42 8 3 125.0 0.14 0.32 0.80 01 i 0.25 50 5.5 6.8 1.74 2.46 2.21 12 0.49 859.88 859.27 862.16 861.87 864.00 866.00 #38-#45 9 8 41.0 0.18 0.18 0.80 0.14 0.14 50 5.0 7.0 1.01 373 128 12 1.10 850.33 859.88 862.27 862.24 86400 864 00 #45-#46 10 1 128.0 0.50 1.46 0.80 0040 1,17 5.0 5.0 7.0 8.14 9.16 2.59 24 0.16 859.19 85898 861.58 861.41 865.00 866.00 #36-#43 11 10 9.0 0.96 0.96 0.80 077 077 5.0 5.0 7.0 536 5.35 3.44 18 026 862.30 862.28 863.54 863.51 865.00 86500 #43..:#44 , I i I I ! I . I ) I 1 I I I Project File: Main-south.stm I-D-F File: indianapolislDF Total number of lines: 11 Run Date: 07.18.2000 - ---------" -- NOTES: Jntensity =- 56.97 / (Tc + 9.00) ^ 0.80; Return period'" 1 0 Yrs.: lnitial tailwater elevation =- 860.89 (ft) ---- .--_. .,- o o o N I cO ..- I 1'-- 01 N (/) Q) c :.:::i o z LL N 0 <J) 0 0.. <U c: al TI c ~ t:: LL 0 ~ Q,) .- > t: ctS - a.. -~ o - \po <<S I.. "'C ~ .:I: j i I l_____~..______..____._.____.~---------------'----------- E (i) U I .s!! "0 :Q E ~ -0 (j) '0' L- 0.. Ii'a} ___aL_ .'V ~ __'OIL _~V___ l_u_UI(.-__JII Pi...:J- Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim EJev Line ID coeff (I} flow full . . Line To Incr Total lner Total Inlet '5yst Si;ze Slope Up On Up Dn Up Dn Line (ft) (<!le) (ac) (e) (min} (min) (inlhr) (cfs) i (cfs} {ftls l (in) (%J (ft) (ft} (ft) (ft) (ft) (ft) --"---- __~4 , .. 1 End 47.0 0.22 0.45 0.80 0.18 0.36 5.0 5.9 6.7 2.40 2.60 3.55 12 0.53 186355 86330 864.33 864.13 866.50 868.00 #2B-#30 2 1 113.0 0.23 0.23 0.80 018 0.18 5.0 5.0 7.0 129 239 2.17 12 0.45 864.06 863.55 864.65 864.48 866.50 866.50 #30--#31 i i I ! I I \ I 1 ] ! I I i I i 1 I , I I , I , i _. ____ ____lJ Project File: middle-c.stm I-D-F File: indianapolis.IDF Total number of lines: 2 Run Date: 07-18-2000 NOTES: Intensity'" 55.97 I (Te + 9.00) · 0.80; Return period = 10 Yrs.: Initial tailwa!er elevation = 864.13 (ft) f1ydraTlow ~Ian view i I I I I I I L l. Project file: SouthC.stm i -'---'-~~~~~~~~=-'=='--~DFfi~~i~~;P~i~}~~T.-'-'.~::~._~=:~-==~'_~:~:~..:_~.~.lNO. ~~~~~~_~.~~~. ....__J...07~18~ooa--_.._-- J n:) ~.cU.~ JV i.....-1IH. -,t:=V~_" 1__UI<.......JrI PAtJo;;'.' ... - i Grnd I Rim Elev i Station \ Dmg Area Rnoff Area x C Te Rain 1 Total Cap Vel Pipe Invert Elev HGL Elev Une tD Len ~.,~_.-,,-~~.-..---.--! ~"~--- coeff f--------- - (I) I flow full I " . Line: To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up On Up Dn i Line I (ft) (ac) (ac) (e) (minI (min) (in/hr) (cfs) (cfs) (ftls) (In) (%1 (ft) (ft) (ft) 1ft) (ft) (ft) 1 End 750 0_20 0.39 a.BO 0.16 i 0.31 5.0 5.2 6.9 2.15 6_21 5.54 12 3.04 860.98 858.70 861.60 859,12 864,00 860.00 #32-#33 2 1 32.0 0.19 0.19 0.80 0,15 0.15 5.0 50 7_0 106 8.56 2.57 , 12 5,78 862.83 860.98 863.27 86164 86600 864.00 #33-#34 i i I I i ] i I I I I i I I \ I I I I i I I I I I __l_.__J__._. ] I ~.,~, -- I Run Date: 07~1~~2000 Project File: SouthC.slm I-D-F File: indianapolis.IOF Total number of lines: 2 NOTES lntensity = 56_97 I (Tc + 9.00) ^ O_BO; Return period = 10 Yrs.: Initial tailwater elevation = 859.12 (ft) "I~ "... - '_.'--'--'-~-~.---~ i ..,... ------------------------------- , ' , ! ILL ! io i j- ! i~ i , 0' i a.. I ! ~! ; '6 i : c ! i '~ ~ H!~! 0' ! I 1 I I ! I ~ (J) .- > .s:: m 5: ~i :>1 01 - It- ~I ~I J: L.... E 1'5 (I) CIl Cl) ..c :5 o ,(fJ I .. l.ill 1<;::: ~it51 -~.._.._----- I'~ ~____._ 0.. t1~ _fa1._ N ~~Jrn~ .je\._r 1_.....UI;.......:>n P~~~.. ~.. S tCltjon Len Drng Area ! Roof! Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line to I coeff (I) flow full Line To Iocr Total Incr Total Inlet Syst Sfze Slope Up Dn Up Dn Up On Une (ft) (ac) (ac) (C) (min) (min) (inlhr) (ds) (efs) 1ft/5) (in) ('Yo) (ft) (ft) [ft) {ft) I (ft) 1ft) , I 11 El1d 90.0 0.50 050 080 0.40 0.40 5.0 5.0 I 7.0 2.79 3.56 3.56 12 1.00 . 858.70 85780 860.09 859.54 863.00 860.00 #47-#48 I I , , \ I , I i I I I I I j , I i I f i I I ------~ i Project File: Southeast-stm I.Q.F File'. indianapolls.IDF Total number of lines: 1 RUrl Date: 07-18-2000 NOTES: Intensity" 56.97 I (Te + 9.00) ^ 1).80; Relurn period =10 Yrs.: Initial tailwater elevation = 859.54 (ft)