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HomeMy WebLinkAboutPacketHEATHER KNOLL SECTION ONE DRAINAGE REPORT PREPARED FOR: Platinum Properties L.L.C. 9551 Delegates Row Indianapolis, IN 46240 PREPARED BY: Chad A. Miller Sloeppelwerth and Associates (317) 577- 3400, ext. 33 DA TE PREPARED: March 5, 2004 RFCF!!/CD DOCS HEATHER KNOLL SECTION ONE TABLE OF CONTENTS 1. PROJECT NARRATIVE 2. PRE-DEVELOPED CONDITIONS 3. POST-DEVELOPED CONDITIONS 4. PIPE SIZING CAI,CULATIONS 5. BACK (?OVER POCKET PRE-DEVELOPED BASIN MAP POST-DEVELOPED OFFSITE BASIN MAP POST-DEVELOPED ICPR BASIN MAP POST-DEVELOPED STMC BASIN MAP POST-DEVELOPED DETENTION MAP FOR POND 2 (WESTWOOD ESTATES) HEATHER KNOLL SECTION 1 DRAINAGE NARRATIVE Platinum Properties, is proposing the development of a residential subdivision in Hamilton County to be known as Heather Knoll, Section One. The site is located between 141th Street and 146th Street, east of Shelbourne Road and west of Towne Road. The site is more specifically located in a part of the Northeast Quarter of Section 20, Township 18 North, Range 3 East, Clay Township, Hamilton County, Indiana. EXISTING CONDITIONS The pre-developed Heather Knoll, Section One site has been analyzed as one onsite basin, a large basin almost 36.52 acres in size, and three small offsite basins to the west, north and east. An existing lake encroaches the future Heather Knoll, Section Two site on the northwest side. The lake will be discussed under the proposed conditions section on the next page. Also, The Trails at Hayden Run borders the site to the southwest. The pre-developed release rates were analyzed to the point where the Stultz and Almond Legal Drain leaves our site. The post-developed site, however, will tie into a detention pond in the Westwood Estates subdivision east of Towne Road. The soils of the basins are type B and C: mostly Brookston and Crosby. The Heather Knoll, Section One, site is agricultural land with some tall grassy areas. To establish the 100-year allowable discharge rate for the post-developed site, the 1 O-year storm event was run for the pre-developed onsite basins, and the 100-year discharge rate of the offsite areas were added to the results to account for offsite contribution. Likewise, to establish the 1 O-year allowable discharge rate, the 2-year storm event was run for the pre-developed onsite basins, and the 1 O-year discharge rate was calculated for the offsite areas. Time of Concentrations (Tc's) and Curve Numbers (CN's) were calculated for the basin using TR-55 methodology. These pre-determined values were entered into TR-20 and used to compute multiple hydrographs. 2-year and 10-year hydrographs were developed for the basins. Pre-Developed Discharge to the Stutz & Almond Legal Drain 2-year = 24.52 c.f.s. 1 O-year = 45.94 c.f.s. PROPOSED CONDITIONS The post-developed Heather Knoll, Section One, site includes one onsite basin with two ponds, and six offsite basins. Both ponds are proposed to drain into Detention Pond One of Westwood Estates via the reconstructed Stultz & Almond Legal Drain. The 100-year elevation of Pond One in Westwood Estates was used to set the tailwater condition of the outlet pipe in our modeling. Pond Two in Heather Knoll discharges into a proposed 15" concrete pipe that crosses 141 st Street and continues approximately 3,244 feet to Westwood Estates. Stoeppelwerth and Associated performed the calculations for the reconstruction of the Stultz & Almond Legal Drain. The post-developed section of the report will included our calculations showing how we arrived at the purposed pipe sizes between Heather Knoll and Westwood Estates. As mentioned in the existing conditions, the portion of the existing lake that impedes our site will be filled in, and 10 feet outside of the site's boundary will also be filled in. The post-developed site was analyzed using Advanced ICPRv3.02. This program routes and analyzes all components in a storm system on a user-defined time interval. Below is a list of the peak discharges for the site. Total Post-Developed Discharge into Pond 1 at Westwood Estate 10-year = 3.93 c.f.s. 100-year = 3.92 c.f.s. 7 ,? PRE-DEVELOPED CONDITIONS Heather Knoll Job # 47175 Pm-Developed Site Onsite Subbasin Area CN Grass (B-C) soils 4.04 ac Agricultural (B-C) soils 32.48 ac 76 78 Total 36.52 ac 78 Offsite 1 Subbasin Area CN Impervious 047 ac 98 Grass (B-C) soils 3.96 ac 76 Total 4.43 ac 78 Offsite 2 Subbasin Ama Impervious 0.08 ac Residential (C) soil 2.10 ac acre lots CN 98 79 ]'otal 2.18 ac 80 Offsite 3 Subbasin Area ~,gricultural (B-C) soils 3.76 ac CN 78 Total 3.76 ac 78 4 POST-DEVELOPED CONDITIONS Heather Knoll Job # 47175 Post-Developed Site Off 148 to Pond 2 Subbasin Area CN Impervious Grass (B-C) soils 0.47 ac 98 3.96 ac 76 Total 4.43 ac 78 Basin 114 to Pond 1 Subbasin Area CN Residential 1.03 ac 79 Total 1.03 ac 79 Off Pond 2 to Pond 2 Subbasin Area Impervious 0.08 ac Residential (C) soil 2.10 ac acre lots CN 98 79 Total 2.18 ac 80 Basin 117 to Pond 1 Subbasin Area CN Residential 2.33 ac 79 Total 2.33 ac 79 Off 129 to Str. 129 Subbasin Area iAgricultural (B-C) soils 0.84 ac CN 78 Total 0,84 ac 78 Basin 122t0 Str. 122 Subbasin Area CN Residential 3.80 ac 79 Total 3.80 ac 79 Off Pond I to Pond 1 Subbasin Area &gricultural (B-C) soils 2.92 ac CN 78 Total 2.92 ac 78 Basin 123 to Str.123 Subbasin Area CN Residential 0.33 ac 79 Total 0.33 ac 79 Heather Knoll Job # 47175 Post-Developed Site Basin 129 to Str. 129 Subbaain Area CN Residential 5.64 ac 79 Total 5.64 ac 79 Basin 147 to Pond 2 Subbasin Area CN Residential 4.88 ac 79 ]'otal 4.88 ac 79 Basin 129A to Str. 129A Subbasin Area CN Residential 0.38 ac 79 Total 0.38 ac 79 Basin 152 to Pond 2 ;ubbasin Area 1.72 ac CN 79 Total 1.72 ac 79 Basin 140 to Str. 140 iubbasin Area CN Residential 2.04 ac 79 Total 2.04 ac 79 Basin 159.to Pond 2 Subbasin Area CN Residential 1.39 ac 79 Total 1.39 ac 79 Basin 141 to Str. 141 Subbasin Area CN Residential 0.20 ac 79 Total 0.20 ac 79 Basin 163 to Pond 2 Subbasin Area CN Residential 3.36 ac 79 Total 3.36 ac 79 Heather Knoll Job # 47175 Post-Developed Site Basin Pond 1 to Pond '1 Subbasin Area CN Residential 3,02 ac 79 Impervious 1 25 ac 98 Total 4.27 ac 85 Basin Pond 2 to Pond 2 Subbasin Area CN Total 7.34 ac 83 Residential 5.63 ac 79 Impervious 1.71 ac 98 Node: POND1 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(bra}: Time of Conc(min): 11.60 Time Shift(hrs): 0.80 Max Allowable Q(c$s}: 999999.000 Name: BASll7 Group: BASE Node: POND1 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): Time of Conc(min): 1%00 Time Shift(hrs): 0.00 Max Allowable Q{cfs): 999999.000 Node: STR]22 Status: Onsite Type: SCS Unit Hydrogrsph Name: BAS123 Group: BASE Unit Hydrograph: UH484 Rain~all File: Rainfall Amount(in): 0.000 Area(ac): 0.330 Curve Number: 1Q.0~ DCIA(%): 0.00 Node: STR123 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(mJn): 8.50 Time Shift(hfs): Max Allowable Q(cfs): 999999.000 Name: BAS12Q Group: BASE Unit Hydro§raph: UH484 Rainfall File: Rainfall Amount(in}: 0.000 Area (~:}: 5.640 Curve Number: 7q.08 DCIA(%): 0.00 Node: STR129 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hfs): 0.00 Time of Conc(mi[I): 13.80 Time Shift(brs): 0.00 Max Allowable Q(cfs): Q99999.000 Node: STR129A Status: onsite Type: SCS Unit Hydrograph Peaking Pactor: 484.0 Storm Duration{hfs): 0.00 Time of Conc(min): 9.10 Time Shift{hrs): Max Allowable Q{cfs): 999999,000 Name: BAS140 Node: STR140 Status: Onsite Group: BASE Type: SCS Unit Hydrograph Interconnected Channel and Pond Routing Model (]CPR) 02002 Streamline Technologies, Inc. Page I of 13 Storm Duration(hrs): 0.00 Time of Conc{min): 10.90 TAme Shift(hfs): 0.00 Mox Allowable Q{cfs): 999999.000 Name: BAS141 Node: STR141 Status: Onsite Gioup: BASE Type: SCS Unit Hydrogzaph Area(ac}: 0.200 Time Shift(hrs}: Name: BAS147 N/~de: POND2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph Name: BAS1S2 Node: POND2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph Unit Hydrograph: llH404 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs}: 0.00 Name: BAS159 Node: POND2 Status: Onsite Gr(~up: BASE Type: SCS Unl5 Hydrograph Unit Hydrograph: UH484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hfs): 0.00 Rainfall Aff~ount(/n): O.000 TAme of Conc(min}: 12.70 A~ea(~c): 1.390 Time Shift(hrs): 0.00 Curve Numbe~: /9.[)D Max Allowable Q{cfs): 9Q9999.000 DCIA(%): Name: BAS163 Node: POND2 Status: O;lsite Group: BASE Typ~: SCS Unit Hydrograph Unit Hydrooraph: UH484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hfs): 0.00 Rainfall A~ount(in): 0.000 Time of Conc{min): 12.60 Area(ac): 3.360 Time Shift{hfs): 0.00 Curve Number: 79.00 Max Allowable Q{cfs): 999999.000 DCIA(%): 0.011 Name: OFF]29 Node: STRI29 Status: Offsite Group: BASE Type: SCS Unit Hydrograph Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 13 Node: POND2 Status: Type: SCS Unit Hydrograph Peoking Factor: 484.0 Storm Duration(hfs): 0.00 Time {if Conc{min): 53.40 Time Shift(bra): 0.00 Max Allowable Q(cfs): 999999.000 Name: OFFPOND] Node: POND1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph Name: OFFPOND? Node: POND2 Status: Offsite Group: BASE Type: SCS Unit Hydrograph Name: POND1 Node: POND1 Status: on$ite Group: BASE Type: SCS Unit Hydrograph Name: OUTLET Base Flow(cfa): 0.0OO Init Stage(ft): 89Q,000 Group: BASE Warn Stage(ft): 904.340 Type: Tlme/Staqe Interconnected Channel and Pond Rouling Model (]CPR) ©2002 Streamline Tcchnologics, Inc. Page 3 of 13 A~ea(ac) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 13 ..................... Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 5 of 13 Stage{ft( Area{ac} 912,300 0.0001 919.200 0.0001 Name' nT~141 Base Flow(els): 0.000 Init Stage{ft): 912.410 Group: BASE Warn Stage[ft): 919.200 Type: Stage/Area Stage(tt) Area(ac) 912.410 0.0001 919.200 0.000l Name: STR142 Base Flow{cfsl: 0.000 Init Stage(ft): 912.940 Group: BASE Warn Stage(ft): 918.500 Stage(ft) Area(ac} 912.840 0.0001 Name: 101-]00 From Node: STR101 Group: BASE TO Node: OUTLET Length{ft}: 70.00 Count: ] Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance LOSS Cool: 0.00 Exit Loss Cool: 0.00 Bend LOSS Cool: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Name: 102-10] From Node: STR102 Length(Et): 295,00 Group: ~IASE TO Node: STR101 Count: 1 Friction Equation: Average ConYeysnce UPSTREAI4 bOWNSTRE~LM Solution Algorithm: Automatic Geometry: Circul~r Circular Flow: Both Span(in}: 27.00 27.00 Entrance Loss Coef: 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 13 Exit LOSS Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: NoBe Upstream BHWA Inlet Edge Description: Circular Concrete: Square e~ge w/ headwall Name: 103-102 From Node: STR103 Group: BASE To Node: STR102 Length(ft): 83,00 Count: Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: Exit LOSS Coef: 0.00 Bend LOSS Coef: 0.00 Outlet Ctrl Spec: Use dc Or Inlet Ctrl Spec: Use dn Stabilizer Option: None Length(ft}: 340.00 Count: 1 Friction Equation: Average Conveyanco Solution Algorithm: Automatic Flow: Both Entrance LOSS Coef: Exit Loss Coef: 0~00 Bend LOSS Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Downstream FHWA Illlet Edge Description: Circular Concrete: Square edge w/ headwaJl Length(ft): 340.00 Count: 1 FrJctiorl Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ct~l Spec: Use dn Stabilizer Optlon: None Upstream EHWA Inlet Edge Description: Circular Concrete: Square edge w/ heddwall Name: 106-105 Fr{lm Node: STRi06 Length(ft}: 440.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Slreamline Technologies, Inc. Page 7 of 13 Group: BASE To Node: STR105 UPSTRE~ DOWNSTREAM Geometry: Circular Clrcular Upstream FHWA Inlet Edge Desciiption: Circular Concrete: Squ0rI! edge w/ [leadwall Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance LOSS Coef: 0,00 Exit Loss Coef: 0.00 Bend LOSS Cool: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use d~ Stabilizer Option: None Length(ltl: 400.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Cool: Exit LOSS Cool: 0.00 Bend Loss Cool: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Length(ft): 400.00 Count: Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance LOSS Cool: Exit Loss Coef: 0.gO Bend Loss Cool: Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square ~dge w/ he~dwall Name: 109-108 From Node: STRI09 Group: BASE To Node: S~RI08 Rise(ir~}: 15.00 15.00 Length(ft]: 400.00 Count: ~ Friction Equation: Average Conveyance Solution Algorithm: Automatic Upstream FHWA Inlet Edge Description: Circular Concrete: Sq~:a~e edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, lnc Page 8 of 13 Span(in): ]5.00 15.00 Rise(in): 15.00 15.00 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit LOSS Coef: BeBO Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw lnlet Ctrl Spec: Use dn Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square ~dge w/ headwall Name: ]22-123 From Node: STR122 Length(ft): 30.00 Group: BASE To Node: STR123 Count: 1 Friction Equation: Average Conveyance Solution Algoritb~m: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: Bend Loss Coef: S.0S Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Name: 123-PON£:l Fzom Node: STR123 Length(ft): 223.00 Group: BASE TO Node: POND1 Count: 1 Frictio~ Equation: Average Conveyance Sol0tion Algorithm: Automatic Flow: Both Entrance LOSS Coef: Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Downstream FHWA Inlet Edge DescrJpt,c/n: Circular Conczete: Squa]e edge w/ headwall Name: 129-129A From Node: STR129 Length(ft): 245.00 Gzoup: BASE Tel Node: STR129A Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: Exit LOSS Coef: Be~d Loss Coef: Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: U~:e Stabilizer Option: None Interconnected Channel and Pond Routing Model (]CPR) ©2002 Streamline Technologies, Inc. Page 9 of 13 Length(ft): 210.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0~00 Bend LOSS Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctxl Spec: Use ds Stabilizer Option: None Upstream FHWA ]illet Edge Description: Circular Concrete: Equate edge w/ headwall Name: 140-]29 From Node: STR140 Group: BASE 7o Node: STR]29 Rise(in): 18.00 18,00 Length(ft): 381.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: Exit LOSS Coef: 0.00 Bend Loss Coef: Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: N~lne Length(ft): 37.00 Count: 1 Friction Equation: Average Conveyancm Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: Outlet Ctrl Spec: Use dc or ~w Inlet Ctrl Spec: Use dn Stabilizer Option: None Length{ft}: 142.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, lnc Page lOof13 Inlet Ctrl Spec: Use On Stabilizer Option: None Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance LOSS Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Downstream FHWA Inlet Edq~ Description: Circular Conciete: Square e0g~ w/ headws]] Friction Equation: Average Conveyance Solotion Algorithm: Automatic Flow: None Entrance LOSS Coef: 0,00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Lcngth(ft): 0.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Contraction Cilef: 0.000 Expansion Coef: Entrance LOSS Coef: 0.000 Exit Loss Coef: Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Interconnected Channel and I'ond Routing Model (ICPR) (_O2002 Streamline Technologies, lnc Page 11 of 13 Length(ft): 62.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: A0tomatic Flow: Both Entrance LOSS Coef: Exit Loss Coef: Outlet Ctrl Spec: Use dc or tw Ir~let Ctrl Spec: Use dn Solution Incs: 10 Bottom Clip(in}! 0.000 TOp Clip(in}: O.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 913.000 Control Elev(ft): 913.000 TABLE Hydrology Simu] at ii,nE Name: lOOyr Filename: S:\4 /175\DrainaGe\IC?R\lOOyr.R32 Routing Simulations Interconnected Channel and Pond Rotlting Model (ICPR) ©2002 Streamline Technologies, Inc, Page 12 of 13 End Time(hfs): 30.00 Max Ca]c Time(sec): 100,0000 Boundary Flows: Alternative: No PatCh: NO Delta Z Factor: 0.01000 End Tlme(hrs}: 30.00 Max Calc Time(sec]: 100.0000 Boundary Flows: Max Delta Z(ft}: 1.00 Time Step Optzmizer: ]0.000 PatCh: NO Delta Z Factor: 0.01000 End Time(hrs): 30.00 Max Calc Time(sec): 100.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 13 of 13 o?~ ............ ? ? ~ , ooo PIPE SIZING CALCULATIONS Scenario: Base Structure Input Report Structure Area Inlet Time Local Local Label (acres) C of Rational Intensity Concentration Flow (in/hr) (min) (cfs) 112 075 035 10.30 1,31 4.96 113 0.28 0 47 8.50 0.72 5.45 114 115 1 64 034 18.50 2.30 4.09 116 0.69 0.57 10.00 1 98 5.00 117 118 073 040 9,50 1.52 5,15 119 029 051 10.90 0.73 4.89 120 0 71 0.58 10.00 2.08 5,00 121 0 64 0.46 11.90 1,42 477 122 125 015 051 5.40 0.49 6.38 125A 1 10 0.24 11.50 1.28 4.82 126 019 0.54 5.40 0.66 6.38 127 0 21 0,58 8.20 0.68 5.54 128 021 0,58 8.40 0.67 5.48 129 130 1 35 052 12.90 3.29 4.65 131 1 41 0.56 11,90 3.80 4,77 132 1.32 0.33 17.00 1.85 4.22 135 0 49 0.36 34.20 0,52 2.91 136 070 035 23.10 0.90 3.67 137 0.59 035 8.60 1,13 5.42 138 048 0.60 9,60 1.49 5.12 139 0 80 0.56 9.60 2.31 5.12 140 Title: 47175sl & s2 Project Engineer: Dave Stoeppelwerth S:~A7175',drainage\stmc~47175sect 1 stm Stoeppelwerth & Associates, Inc StormCAD v5,5 [5,5003[ 03105/04 02:54:05 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page I of 1 Scenario: Base Pipe Input Report Label Section Section onstructe Length Upstream Upstream Downstream Downstream Size Shape Slope (fi) Node Invert Node Invert (fi/fi) Elevation Elevation (fi) (fi) 112-113 12 inch Circular 0010 135.00 112 911.00 113 909.65 113-114 12 inch Circular 0010 65.00 113 909.65 114 909.00 115-116 12 inch Circular 0.010 30.00 115 911,00 116 910.70 116-117 12 inch Circular 0043 40.00 116 910.70 117 909.00 118-119 12 inch Circular 0~010 130.00 118 911.79 119 910.49 119-120 15 inch Circular 0003 165.00~ 119 910.49 120 909.99 120-121 18inch Circular 0.003 30.00 120 909.99 121 909.90 121-122 21 inch Circular 0.003 45.00 121 909.90 122 909.76 125~126 12 inch Circular 0.010 30.00 125 915.40 126 915.10 125A-119 12inch Circular 0.003: 165.00 125A 910.99 119 910.49 126-127 12 inch Circular 0.010 53,00 126 915.10 127 914.57 127-128 12 inch Circular 0.010 30.00 127 914.57 128 914.27 128-129 12inch Circular 0~023 138.00 128 914.27 129 911.13 130-129 18inch Circular 0.005 139.00 130 911.85 129 911.13' 131-130 18 inch Circular 0.005 33.00 131 912.02 130 911.85, 132-131 12 inch Circular 0.005 130.00 132 912.67 131 912.02 135-136 12inch Circular 0010 36.00 135 915.75 136 915.39 136-132 12 inch Circular 0.007 369.00 136 915.39 132 912.67; 137-138 12 inch Circular 0.007 108.00 137 914.26 138 913.50I 138-139 12inch Circular 0.007 30.00 138 913.50 139 913.29 139-140 15inch Circular 0.007 142.00 139 913.29 140 912.27 Title: 47175sl & s2 Project Engineer: Dave StoeppeIwerth s:~47175\drainage~stmc\47175sect 1 stm Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 03/05/04 02:53:45 PM © Haestad Methods, Inc 37 Brookside Road Waterbury, CT 00708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Pipe Output Report Label Section Length Mannings ~;onstructe t Upstream Upstream Downstream Downstream Average Full Size (ft) n Slope Node Invert Node Invert Velocity Capacity (fi/fi) Elevation Elevation (fi/s) (cf s) (ft) 112-113 12inch 135.00 0013 0.010 112 911.00 113 909.65 4.19 3.55 113-114 12inch 65.00 0013 0.010 113 909.65 114 909.00 4.64 3.56 115-116 12inch 3000 0013 0.010 115 911.00 116 910.70 4.82 3.56 116-117 12inch 4000 0.013 0.043 116 910.70 117 909.00 9.50 7.34 118-119 12inch 130.00 0.013 0.010 118 911.79 119 910,49 4.35 3.56 119-120 15inch 16500 0.013 0.003 119 910.49 120 909,99 3.29 3.56 120-121 18 inch 3000 0013 0.003 120 909,99 121 909.90 3,68 5.75 121 122 21 inch 4500 0.013 0.003 121 909.90 122 909.76 4.02 8.84 125-126 12 inch 30.00 0.013 0.010 125 915.40 126 915.10 3.19 3.56 125A-119 12inch 16500 0.013 0.003 125A 910.99 119 910,49 2.66 1.96 126-127 12inch 53.00 0.013 0.010 126 915.10 127 914.57 4.05 3.57 127~128 12inch 30.00 0.013 0.010 127 914.57 128 914.27 4.47 3.56 128-129 12inch 138.00 0013 0.023 128 914.27 129 911.13 6.60 5.37 130-129 18inch 13900 0.013 0.005 130 911.85 129 911.13 4.82 7.53 131-130 18inch 33.00 0013 0005 131 912.02 130 911.85 4.55 7.65 132-131 12 inch 13000 0 013 0.005 132 912.67 131 912.02 3.66 2.52 135-136 12 inch 3600 0013 0.010 135 915.75 136 915.39 3.24 3.56 136-132 12 inch 369 00 0.013 0.007 136 915.39 132 912.67 3.58 3.06 137-138 12inch 108.00 0013 0.007 137 914.26 138 913.50 3.54 2.99 138-139 12inch 3000 0.013 0.007 138 913.50 139 913.29 4.26, 2.98 139-140 15inch 14200 0.013 0.007 139 913.29 140 912.27 5.03 5.47 Title: 47175sl & s2 Project Engineer: Dave Stoeppelwerth s:~47175\drainage~stmc\47175sect I st~'n Stoeppelwerth & Associates, Inc StormCAD v5,5 [5.5003] 03/05/o4 02:53:52 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page I of 1 Scenario: Base Pipe Output Report II Label Section Length Constructed Upstream Hydraulic Downstream Hydraulic Total System Size (ft) Slope Node Grade Node Grade System Intensity (fi/fi) Line In Line Out Flow (in/hr) (ft) (ft) (cfs) 112-113 12inch 13500 0010 112 911.48 113 910.24 1.31 4.96 113-114 12inch 65.00 0.010 113 910.24 114 909.53 1.95 4.90 115-116 12inch 3000 0.010 115 911.65 116 911.54 2.30 4.09 116-117 12inch 4000 0.043 116 911.54 117 909,53 3.91 4.08 118-119 12 inch 130.00 0.0101 118 912.31 119 911.49 1.52 5.15 119-120 15 inch 165.00 0.003; 119 911.49 120 911.08 3.33 4.70 120-121 18inch 30.00 0.003 120 911.08 121 910.98 5.17 4.60 121-122 21 inch 4500 0.003 121 910.98 122 910,70 6.51 4.58 125-126 12 inch 30.00 0010 125 915.69 126 915.55 0.49 6.38 125A-119 12inch 165.00 0.003 125A 91168 119 91149 1.28 4.82 126-127 12inch 53.00 0.010 126 915.55 127 915.12 1.14 6.33 127-128 12inch 30.00 0.010 127 915.12 128 914.92 1.68 5.54 128-129 12inch 138.00 0.023 128 914.92 129 911.59 2.33 5.48 130-129 18inch 139.00 0005 130 912.94 129 912.13 6.68 2.82 131-130 18inch 33.00 0.005 131 912.98 130 912,94 4,69 2.83 132-131 12inch 130.00 0.005 132 913.50 131 912.98 2.46 2.85 135-136 12inch 3600 0.010 135 916.05 136 915.86 0.52 2,91 136-132 12inch 36900 0.007 136 915.86 132 913.50 1.23 2.90 137-138 12 inch 108.00 0.007 137 914.71 138 914.30 1.13 5.42 138-139 12 inch 30.00 0.007 138 914.30 139 914.20 2,55 5.12 139-140 15 inch 142.00 0.007 139 914.20 140 913.16 4.83 5.08 Title: 47175sl & s2 Project Engineer: Dave Stoeppelwerth s:~47175\drainage\stmc\47175sect 1 .stm Stoeppelwerth & Associates. Inc StormCAD v5.5 [5,5003] 03/05104 02:53:58 PM © Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1686 Page I of 1 GUTTER SPREAD CALCULATIONS Scenario: Base Inlet- Local Rational Flow Label Inlet Local Inlet Local C Intensity Area Rational (in/hr) (acres) Flow (cfs) 112 0.35 496 0.75 1.31 113 0.47 5.45 0.28 0.72 115 0,34 4.09 1.64 2.30 116 0.57 5.00 0.69 1.98 118 0.40 5.15 0.73 1.52 119 0.51 4.89 0.29 0.73 120 0.58 5,00 0.71 2.08 121 0.46 477 0.64 1.42 125 0.51 6.38 0,15 0.49 125A 0.24 4.82 1.10 1.28 126 0.54 6.38 0.19 0.66 127 0.58 5.54 0.21 0.68 128 058 5.48 0.21 0,67 130 052 4.65 1.35 3,29 131 056 4.77 1.41 3.80 132 0.33 4 22 1.32 1.85 135 0.36 291 0.49 0.52 136 0.35 367 070 0.90 137 035 542 0.59 1.13 138 0.60 5 12 0.48 1.49 139 0.56 5.12 0.80 2.31 Title: 47175sl & s2 Project Engineer: Dave Stoeppelwerth s:~47175\drainage~stmc\47175sect I stm Stoeppelwerth & Associates, Inc StormCAD v5.5 [5.5003] 03/05/04 02:53:17 PM © Haestad Methods, Inc 37 Brookside Road Waterbu~,, CT 06708 USA +1-203-755-1666 Page I of I Heather Knoll lob# 47175 Inlet Capacity Calculations ~ Street Width 30 ff Cross Sectional Gutter Inlet Rational Flow Grate Perimeter Depth at Castin~ Slope Spread Inlet Type (c f.s.) (ft) (fi) (%) (ft) 115 230 4,58 0,30 2,54% 9,92 Single 116 198 4.58 0.27 2.54% 8.79 Single 120 208 458 0.28 2,54% 9.15 Single 121 142 4.58 0.22 2.54% 6.64 Single 122 0.66 4.58 0.13 2.54% 3.18 Single 123 1 12 4.58 0.19 2.54% 5.37 Single 125 0.49 4.58 0.11 2.54% 2.25 Single 126 066 4.58 0.13 2.54% 3.18 Single 130 3.29 675 0.30 2.54% 9.69 Double 131 380 6.75 0.33 2.54% 10.87 Double 135 0.52 4,58 0.11 2.54% 2.42 Single 136 090 4.58 0.16 2.54% 4.37 Single 138 1 49 4,58 0.23 2.54% 6.92 Sin~lle 139 231 4.58 0.30 2.54% 9.96 Single 145 214 4.58 0.29 2.54% 9.36 Single 146 322 6.75 0.29 2.54% 9.52 Double 150 2.46 6.75 0.24 2.54% 7.63 Double 151 2.36 458 0.31 2.54% 10.13 Single 154 1.31 4.58 0.21 2.54% 6.19 Single 155 0.93 4.58 0.16 2.54% 4.51 Single 161 338 6.75 0.30 2.54% 9.90 Double 162 332 6.75 0.30 2.54% 9.76 Double Grates In-line Manning's Depth at Gutter Inlet Rational Flow Longitudinal Slope Transverse Slope Coefficient Casting Spread Inlet Type (c.f.s.) (ftJft) (ftJff) (fi) 127 068 0.0064 0.021 0.013 0.13 6.09 Single 128 067 0.0064 0.021 0.013 0.13 6.06 Single 140 051 0.0064 0.021 0.013 0.11 5.47 Single 141 057 0.0064 0.021 0.013 0,12 5,70 Single % OFF P W146TH ST OFF PONI) I OFF J_ ,,,/ T~A ~ L$ W 146TH ST 0~SiTE -I m..-t DETENTION POND 1 COMMON AREA