The URL can be used to link to this page

Home My WebLink AboutCDP 2018-0048; HYDROLOGY MEMORANDUM; 2020-10-15USE ti E £ R I HG HYDROLOGY MEMORANDUM POINSETTIA COMMUNITY PARK PHASE IV PREPARED FOR: PREPARED BY: DATE: City of Carlsbad Kenneth T. Kozlik, PE Fuscoe Engineering, In( October 15, 2020 PURPOSE The purpose of this memorandum is to document the design of the drainage system for the Poinsettia Community Park Phase IV project and assess the capacity of the existing drainage system to accept these flows. The project has two main work areas, which will include the construction of a dog pork, and a parking lot, along with associated walkways. The site of the proposed currently undeveloped. The site of the proposed parking lot is currently ungraded pad. METHODOLOGY For hydrology calculations, the peak 1 00-year storm event was used. Flow was determined using the Rational Method, given as Q = C x I x A. Components of the equation are described below. Runoff Coefficient, C: Based on review of the Soil Hydrologic Groups map given in the County Hydrology Manual, the hydrologic soil groups in the area of the site are Groups B and D. See Attachment 1. As a conservative assumption, Group D soils have been assumed. In the existing condition there are ample amounts of impervious surfaces present throughout the site. A calculated existing imperviousness percentage of 22.5% is used for the dog park, resulting in an adjusted runoff coefficient of 0.48, (See Table 3-1 of County Hydrology Manual). The parking lot has a calculated impervious percentage of 50% which translates to an adjusted runoff coefficient of 0.63. Where additional impervious surfaces will be constructed as a part of the project in the Dog Pork and development of the parking lot will bring the total impervious percentage to 26.7% and 72%, respectively. This effectively increases the runoff coefficient to 0.50 for the dog park and 0.75 for the parking lot. 6390 GREENWICH DR., STE. 170, SAN DIEGO, CA 92122 TEL 858.554.1500 FAX 858.597.0335 WWW.FUSCOE.COM POINSETTIA COMMUNITY PARK PHASE IV - HYDROLOGY MEMORANDUM OCTOBER 2020 Rainfall Intensity, I: The rainfall intensity is dependent on the time of concentration for a given drainage basin. Given the size of the drainage basins on site (greater than one acre), a time of concentration of 7 minutes has been assumed. Based on isopluvial maps in the Hydrology Manual, the P6 for the 1 00-year storm is 2.6'. See Attachment 2. Rainfall intensity is determined from the equation given in the Hydrology Manual as: I = 7.44 x P6 x Tc 0645 = 7.44 x 2.6 x 7.0.0645 = 5.51 in/hr Basin Area*: The tributary basin area is determined based on existing and proposed topography. The two project work areas are in different basins and drains to different POCs. Both areas exhibit increase in area in proposed conditions. The dog park denoted as Basin A has a minor increase in area from 2.18 ac to 2.21 ac drains to POC A. Basin B, incorporating the parking lot exhibit greater increase in area from 0.70 ac to 1.00 ac drains to POC B. Basin C is an offsite existing park lot, that is not within the limits of work and will not exhibit any development, that drains to POC B. *See attached Existing & Proposed Conditions Hydrology Mop Flow Rate, Q: The 1 00-year peak flcwrate of runoff is then calculated as follows: Q100 = C x 1100 x A Inlet Capacity: Step 1. Calculate the capacity of a grate inlet operating as a weir, using the weir equation (Equation .2-16) with a length equivalent to perimeter of the grate. When the grate is located next to a curb, disregard the length of the grate against the curb. Q = CF,d 312 (2-16) where Q = inlet capacity of the grated inlet (ft3/s); Cw = weir coefficient (C3.0 for U.S. Traditional Units); Pe = effective grate perimeter length (ft); and d = flow depth approaching inlet (ft). To account for the effects of clogging of a grated inlet operating as a weir, a clogging factor of fifty percent (CL=0.50) shall be applied to the actual (unclogged) perimeter of the grate (P): PAGE 2 OF 5 POINSETTIA COMMUNITY PARK PHASE IV - HYDROLOGY MEMORANDUM OCTOBER 2020 1e = (1- CL )P (2-17) where Pe = effective grate perimeter length (ft); CL = clogging factor (L 0.50; and P = actual grate perimeter (ft) (i.e., the perimeter less the total width of bars or vanes); P= 2 W+L for grates next to a curb and P= 2(L+ W) for grates with now approaching from all sides. A single San Diego Regional Standard No. D- 15 grate has an actual perimeter of P62 ft when placed against curb and P9.2 ft when flow approaches from all sides. Step 2. Calculate the capacity of a grate inlet operating as an orifice. Use the orifice equation (Equation 2-18), assuming the clear opening of the grate reduced by a clogging factor C,4=0.50 (Equation 2-19). A San Diego Regional Standard No. D-15 grate has an actual clear opening of A4.7 ft2. The Federal Highway Administration's Urban Drainage Design Manual (}{EC-22) provides guidance for other grate types and configurations. Q=c0A.(2gd)"2 (2-18) 4 = (I - cA)A (2-19) where Q = inlet capacity of the grated inlet (ft3/8); Co = orifice coefficient (C(j=0.67 for U.S. Traditional Units); g = gravitational acceleration (fl./S2); d = flow depth above inlet (ft; Ae effective (clogged) grate area (ft2); CA = area clogging factor (CA=O.SO); and A = actual opening area of the grate inlet (i.e., the total area less the area of bars or vanes). The actual opening area for a San Diego Regional Standard No. D-15 grate is A-4.7 ft2 The Federal Highway Administration's Urban Drainage Design Manual (HEC-22) provides guidance for other grate types and configurations. Step 3. Use more conservative of the two results. HYDROLOGY RESULTS* The table below summarized the hydrology results for the existing and proposed conditions. Basin Condition Runoff Coefficient Intensity in/hr Area ac Q(1 00) cfs A Existing 0.48 5.51 2.18 5.77 Proposed 0.50 5.51 2.21 6.10 B Existing 0.63 5.51 0.70 2.43 Proposed 0.75 5.51 1.00 4.13 C Existing 0.79 1 5.51 0.43 1.88 (Offsite) Proposed 0.79 1 5.51 0.43 1.8 PAGE 3 OF 5 ~P~ 0 POINSETTIA COMMUNITY PARK PHASE IV - HYDROLOGY MEMORANDUM OCTOBER 2020 I Basin A exhibits a slight increase in peak discharge in proposed conditions. Basin A will discharge into existing 24"x24" catch basin denoted POC A. Basin B exhibits a greater increase in peak discharge in proposed conditions. Basin B will discharge into existing 18" RCP through 24"x24" catch basin denoted POC B. Basin C remains unchanged. The following section will address the capacity of the existing storm drain system at POC A and B to illustrate enough capacity is I available to convey the proposed flows. *See attached Existing & Proposed Conditions Hydrology Map. Inlet Capacity shown on Proposed O Conditions Exhibit • HYDRAULICS CALCULATIONS To assess the capacity of the existing drains going into POC A & B, pipe flow calculations were 5 prepared using the FlowMaster program by Bentley Systems. These pipe segments have been • identified as SD Pipes Al, A2, Bl, B2 on the attached Existing Conditions Hydrology Map. Proposed pipe segments identified as SD Pipes #1, #4, #7, and #8 were also analyzed for this • study. A Manning's n factor of 0.01 was used for PVC pipe and 0.013 for RCP pipe. The normal • depth was calculated to ensure that the pipes have adequate capacity for the proposed 1 00-year peak flows. In cases where pipes exceed capacity through normal depth calculation, head 5 calculation was used to analyze the capacity of the pipes. Existing conditions indicate a 100-year peak flow rate over capacity for SD Pipe Al so head • calculation approach was used. SD Pipe Al with the existing peak flow rate of 5.77 cfs shows • 1.55 feet of head at the upstream end. The catch basin at this end is buried roughly 3' below ground, so flow is still contained within the pipe at the preceding pipe, SD Pipe A2 running at • 20.9% slope. For the proposed condition, the flow rate increased to 6.10 cfs at SD Pipe A which • brings the head at the upstream end to 1.72 feet. This head is still contained within the capacity of the preceding pipe, SD Pipe A2. • Existing conditions indicate a 100-year peak flow rate for SD Pipe BI (18" RCP) and B2 (8" PVC) to be within capacity, with normal depth values of 6.19 in and 3.34 in, respectively. Proposed • conditions indicate increase in peak flow rates for both existing pipes. Proposed SD Pipe #8 (12" • PVC) will replace part of existing SD pipe B2 (8" PVC) to ensure pipe capacity to be adequate for • the increased flow rates. Proposed conditions indicated a normal depth of 3.73" within proposed SD Pipe #8 and 7.41" within existing SD Pipe Bl. Both values are within capacity of their pipe • size. • Results of the hydraulic calculations are included in Attachment 5. SD Pipe Bi will easily convey the proposed flow rate without becoming pressurized. SD Pipe Al will be pressurized under S proposed conditions. However, the proposed Hydraulic Grade Line of 152.82 at the upstream end of the pipe is more than 1 foot below the proposed flow line of the nearest inlet of 163.48. 5 Therefore, the proposed flow rates will not cause flooding or overflow within both basins. • CONCLUSION • While the proposed Poinsettia Community Park Phase IV project will slightly increase runoff from • existing conditions in Basin A, the proposed development indicate proper storm drain installments to ensure 100-year peak flow is within the capacity of the existing and proposed storm drain system. • • - PAGE 4OF5 • S • POINSETTIA COMMUNITY PARK PHASE IV - HYDROLOGY MEMORANDUM OCTOBER 2020 ATTACHMENTS Attachment 1 Soil Group Map Attachment 2 Isopluvial Mop Attachment 3 Existing Conditions Hydrology Map Attachment 4 Proposed Conditions Hydrology Map Attachment 5 FlowMaster Hydraulics Calculations PAGE 5 OF 5 I H' Hlri 32t30 . .. .-_- -. . - ....................... - . . -. 8 Hr H County ot San Diego ___ 13030- Hydrology Manual County H H H . . Riverside County )fr I j Soil Hydrologic Groups H ............f. Legend Soil Groups Group CA I \(1 Group B Group C Group D L —.- Or J Data Unavailable DEL "I PN— 0 $245 DPW . GlS SanGIS '.. I.. 3 0 3Mlles ........................................... p County of San Diego Oran _____ _________ _________ _________ _________ Hydrology Manual County ___ 3330 c. •••. Riverside County - 1 . l Rainfa Isopluvials 1 0 100 Year Rainfall Event - 6 Hours dIE \ /.•-• -. - tsopuvlal(nthes) CARLSBAD 33 QL O DEL Ipj CD C. - ___ :--' —----- 0 3245 • - - •• -. ______________ DPW MPERL& M e x c W* 3230 __________________ 3230 S - g 3 0 3Miles ........................................... LEL,ENu - LELUJ \ fl - EXISTING CONTOUR EXISTING STORM DRAIN BASIN a o ° HYDROLOGY BASIN r ww DIKES, IN AREA = 0 o 70 AC 0 011001 = 243 CFS HYDROLOGY CALCULATIONS I - 0 0C5'A NLI.zzosS,1 SOIL TYPE 0 I TMIN Pl= ?RIN I 551 IMITIR 'II BASIN C0 48 - ARFR21RAC 0(100) 5.77 CFS _ I p. / 1.1 331 IEXA - F -Lio-2c_ca_ VCI H I 111 311 ;j I CXDIEiS,JYTL- City of I POINSETTIA COMMUNITY PARK PHASE IV ar EXISTING CONDITIONS HYDROLOGY EXHIBIT 'K Parks& Recroalo Opp ne I I ........................................... -- err 000) rOT BASIN B C075 - O0 AREA-100AC 0(100) = 413 CFS <0 jffTTr{ I (___c -S\ LEGEND ERISTINI) CONTOUR PROPOSED CONTOUR EXISTING STORM DRAIN -- PROPOSED STORM DRAIN -_- HYDROLOGY RABIN FLOW DIRECTION INLET BOUNDARY HYDROLOGY CALCULATIONS U0., I /A SOIL TYPED TU= T MIN. P6=26 IN 1= 551 IN/HR InletIf 1 1 3 4 Impervious Area (of) 2,002 3,817 3,000 15,160 Pervious Area (of) 6,673 44,586 1,398 8,443 Total Area (of) 8,675 48,403 4,397 23,603 Runoff Coefficient 0.28 0.16 065 0.61 Intensity )in/hr) 5.51 5.51 5.51 5.51 C,<, Weir Coefficient 0.3 0.3 0.3 0.3 CO3 Orifice Coefficient 0.6 0.6 0.6 1 0.6 0. Discharge (cfs) 0.31 1.00 0.36 1.83 P, Grate Perimeter Length (ft) 6 8 8 8 A, Opening area of Grate Inlet (ft') 2 2 2 2 CG Clogging Factor 0.5 0.5 - 0.5 0.5 - d, Weir Depth Approaching Inlet (Pt) 0.49 0.45 d, Orifice Depth Approaching Inlet (ft) 0.00 0.04 0.01 0.14 d,,,, Flow Depth Approaching Inlet (ft) 0.49 0.04 i 0.45 0.14 / I AREA= 2.21 - FS LAR \r( =n 01 162 -E 11 1A 12 \LL_ III J I SCHMIDT DESIGN GROUP, INC. Ca City of r-Id POINSETTIA COMMUNITY PARK PHASE IV sba Parks & Recreation IJop.)OIYl"rt ,kwo.0,0 PROPOSED CONDITIONS I IYDROLOCY EXHIBIT - FUSCOE PIPE Al - EXISTING Project Description Friction Method Manning Formula Solve For Normal Depth input Data Roughness Coefficient 0.010 Channel Slope 1.00 % Diameter 12.00 in Discharge 5.77 ft3/s [Results Normal Depth 3.79 in Flow Area 0.21 ft2 Wetted Perimeter 1.19 ft Hwdraulic Radius 2.14 in Tcp Width 0.93 ft Critical Depth 0.42 ft Percent Full 31.6 % Critical Slope 0.00344 ft/ft Velocity 4.70 ft/s Velocity Head 0.34 ft Specific Energy 0.66 ft Froude Number 1.73 Maximum Discharge 4.98 113/s Discharge Full 4.63 ft3/s Slope Full 0.00047 ft/ft Flow Type SuperCritical VF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 31.56 % Downstream Velocity Infinity ftls Bentley Systems, Inc. Haestad Methods SoliRi11€MevMaster V8i (SELECTseries 1) L08.11.01.031 4/22/2020 1:32:34 PM 27 Siemons company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 PIPE Al - EXISTING Data Upstream Velocity Infinity ft/s Normal Depth 3.79 in Critical Depth 0.42 ft Channel Slope 1.00 % Critical Slope 0.00344 ft/ft Bentley Systems, Inc. Haestad Methods SoliBitl€MecMaster V8i (SELECTseries 1) [08.11.01.03] 4/2212020 1:32:34 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203.755-1666 Page 2 of 2 PIPE Al - EXISTING (HEAD) 'Project Description -- Friction Method Manning Formula Sclve For Pressure at 1 input Data —a Pressure 2 1.00 feet H20 Elevation 1 151.10 ft Elevation 2 150.10 ft Length 100.00 ft Roughness Coefficient 0.010 Diameter 12.00 in Discharge 5.77 ft3/s esuIts Pressure 1 1.55 feet H20 Headloss 1.55 ft Er.ergy Grade l 153.49 ft Erergy Grade 2 151.94 ft Hydraulic Grade 1 152.65 ft Hydraulic Grade 2 151.10 ft Flow Area 0.79 ft2 Wetted Perimeter 3.14 ft Velocity 7.35 ft/s Velocity Head 0.84 ft Friction Slope 1.55 % Bentley Systems, Inc. Haestad Methods SoIiRitI€1ewMaster V8i (SELECTseries 1) [08.11.01.03] 4II2020 1:37:07 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 1 PIPE Al - POST 'project Description Friction Method Manning Formula Solve For Normal Depth [Input Data Roughness Coefficient 0.010 Channel Slope 1.00 % Diameter 12.00 in Discharge 6.08 ft3/s LResults Normal Depth 3.79 in Flow Area 0.21 ft2 Wetted Perimeter 1.19 ft Hydraulic Radius 2.14 in Top Width 0.93 ft Critical Depth 0.42 ft Percent Full 31.6 % Critical Slope 0.00344 ft/ft Velocity 4.70 ftls Velocity Head 0.34 ft Specific Energy 0.66 ft Froude Number 1.73 Maximum Discharge 4.98 ft3/s Discharge Full 4.63 ft3ls Slope Full 0.00047 ft/ft Flow Type SuperCritical VF In put Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 31.56 % Downstream Velocity Infinity ftls Bentley Systems, Inc. llaestad Methods SolitlMeMaster V8i (SELECTseries 1) 108.11.01.03] 4/22/20201:38:11 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 PIPE Al - POST GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 3.79 in Critical Depth 0.42 ft Channel Slope 1.00 % Critical Slope 0.00344 ft/ft Bentley Systems, Inc. Haestad Methods SouR tI€1eMaster V8i (SELECTseries 1) [08.11.01.03] 412212020 1:38:11 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1 -203-755-1666 Page 2 of 2 PIPE Al - POST (HEAD) project Description Friction Method Manning Formula Sove For Pressure at 1 Input Data Pressure 2 1.00 feet H20 Elevation 1 151.10 ft Elevation 2 150.10 ft Leigth 100.00 ft Rcughness Coefficient 0.010 Diameter 12.00 in Discharge 6.08 1t3/s Results Pressure 1 1.72 feet H20 Headloss 1.72 ft Erergy Grade 1 153.75 ft Erergy Grade 2 152.03 ft Hydraulic Grade 1 152.82 ft Hydraulic Grade 2 151.10 ft Flow Area 0.79 ft2 Wetted Perimeter 3.14 ft Velocity 7.74 ft/s Velocity Head 0.93 ft Frction Slope 1.72 % Bentley Systems, Inc. Haestad Methods SoltRthitl€1ewMaster V8i (SELECTseries 1) [08.11.01.03] 4/22/2020 1:39:44 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 PIPE A2-EXISTING jproject Description Friction Method Manning Formula Solve For Normal Depth rput Data 7 Roughness Coefficient 0.010 Channel Slope 20.90 % Diameter 12.00 in Discharge 5.77 ft3/s Results 7 Normal Depth 4.28 in Flow Area 0.25 ft' Wetted Perimeter 1.28 ft Hydraulic Radius 2.36 in Top Width 0.96 ft Critical Depth 0.95 ft Percent Full 35.7 % Critical Slope 0.01344 ft/ft Velocity 22.95 ft/s VelDcity Head 8.19 ft Specific Energy 8.54 ft Froude Number 7.90 Maximum Discharge 22.78 ft3/s Discharge Full 21.17 ft3ls Slope Full 0.01552 ft/ft FtoN Type SuperCritical LGVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Prcfile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 35.67 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliBfll€fi1evMaster V8i (SELECTseries 1) [08.11.01.03] 412212020 1:33:27 PM 27 Siernons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 PIPE A2 - EXISTING 3VF Output Data Upstream Velocity Infinity ft/s Normal Depth 4.28 in Critical Depth 0.95 ft Channel Slope 20.90 % Critical Slope 0.01344 ft/ft Bentley Systems, Inc. I1aestad Methods V81 (SELECiseries 1) [08.11.01.03] 4/2212020 1:33:27 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 PIPE A2 - POST [Project Description Friction Method Manning Formula Solve For Normal Depth nlnout Data Roughness Coefficient 0.010 Channel Slope 20.90 % Diameter 12.00 in Discharge 6.08 ft3/s [Results Normal Depth 4.40 in Flow Area 0.26 ft2 Wetted Perimeter 1.30 ft Hydraulic Radius 2.41 in Top Width 0.96 ft Critical Depth 0.96 ft Percent Full 36.7 % Critical Slope 0.01499 ft/ft Velocity 23.27 ft/s Velocity Head 8.41 ft Specific Energy 8.78 ft Froude Number 7.88 Maximum Discharge 22.78 ft3/s Discharge Full . 21.17 ft3/s Slope Full 0.01723 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data _] Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 36.70 % Downstream Velocity Infinity ft/s Bentley Systems Inc. Haestad Methods SohRitIIeevMaster V8I (SELECTseries 1) [08.11.01.03] 4/22/2020 1:38:46 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 2 PIPE *2- POST LGvF Output Data Upstream Velocity Infinity ft/s Normal Depth 4.40 in Critical Depth - 0.96 ft Channel Slope 20.90 % Critical Slope 0.01499 ft/ft Bentley Systems, Inc. Haestad Methods SoliBtl€1ewMaster V81 (SELECTseries 1) [08.11.01.03] 4/22/2020 1:38:46 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 PIPE #1 - PROPOSED Project Description - Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.010 Channel Slope 1.00 % Diameter 12.00 in Discharge 2.60 ft3/s Results Normal Depth 6.43 in Flow Area 0.43 ft2 Wetted Perimeter 1.64 ft Hydraulic Radius 3.13 in Top Width 1.00 ft Critical Depth 0.69 ft Percent Full 53.6 % Critical Slope 0.00465 ft/ft Velocity 6.07 ft/s Velocity Head 0.57 ft Specific Energy 1.11 ft Froude Number 1.63 Maximum Discharge 4.98 ft3/s Discharge Full 4.63 ft3/s Slope Full 0.00315 ft/ft Flow Type SuperCritical [GVF Input Data 11] Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 [GVF Output Data _] Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 53.58 % Dowi'stream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliRitI€MewMaster V8i (SELEcTseries 1) [08.11.01.03] 4/22/2020 1:5203 PM 27 Siemons company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 PIPE #1 - PROPOSED GVF Output Data I Upstream Velocity Infinity ft/s Normal Depth 6.43 in Crit cal Depth 0.69 ft Channel Slope 1.00 % Critical Slope 0.00465 ft/ft Bentley Systems, Inc. Haestad Methods SolifflodlOpFfewMaster V8I (SELECTseries 1) [08.11.01.03] 412212C20 1:52:03 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 PIPE BI - EXISTING Project Description - Friction Method Manning Formula Solve For Normal Depth iputData 1 Roughness Coefficient 0.010 Channel Slope 18.10 % Diameter 12.00 in Discharge 4.13 ft3/s IResults Normal Depth 3.73 in Flow Area 0.21 ft2 Wetted Perimeter 1.18 ft Hydaulic Radius 2.11 in Top Width 0.93 ft Critical Depth 0.86 ft Percent Full 31.1 % Critical Slope 0.00738 ft/ft Velocity 19.85 ft/s Velocity Head 6.12 ft Specific Energy 6.43 ft Froude Number 7.38 Maximum Discharge 21.20 ft3/s Discharge Full 19.70 ft3/s Slope Full 0.00795 ft/ft Flow Type SuperCritical [GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 bVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 31.07 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SohHitl1evjMaster V8i (SELECTseries 1) L08.11.01.031 4/22/2020 1:35:50 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2 PIPE BI - EXISTING GVF Output Data 1 Upstream Velocity Infinity ft/s Normal Depth 3.73 in Critical Depth 0.86 ft Channel Slope 18.10 % Critical Slope 0.00738 ft/ft Bentley Systems, Inc. Haestad Methods SoliR1I€ñ1owMaster V8i (SELECTseries 1) [08.11.01.03] 4/22/2020 1:35:50 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 PIPE BI - POST oject Description Friction Method Manning Formula Solve For Normal Depth ',I nput Data Roughness Coefficient 0.013 Channel Slope 2.60 % Diameter 18.00 in Discharge 6.01 ft3/s Results Normal Depth 7.41 in Flow Area 0.69 ft2 Wetted Perimeter 2.09 ft Hydraulic Radius 3.94 in Top 'Nidth 1.48 ft Critical Depth 0.95 ft Percent Full 41.2 % Critical Slope 0.00622 ft/ft Velocity 8.77 ft/s Velocity Head 1.19 ft Specific Energy 1.81 ft Froude Number 2.27 Maximum Discharge 18.22 ft3/s Discharge Full 16.94 ft3/s Slope Full 0.00327 ft/ft Flow Type SuperCritical [GVF Input Data __II Dowrstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 41.16 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoliBll1evMaster V8i (SELECTseries 1) [08.11.01.03] 4/22/2020 1:39:18 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1 -203-755-1666 Page 1 of 2 PIPE BI - POST GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 7.41 in Crit:cal Depth 0.95 ft Channel Slope 2.60 % Crit cal Slope 0.00622 ft/ft Bentley Systems, Inc. Haestad Methods SoIiRi1I€MowMaster VIII (SELECTseries 1) [08.11.01.03] 4/22/2020 1:39:18 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 PIPE 132 - EXISTING project _Description '1 Friction Method Manning Formula Solve For Normal Depth input Data Roughness Coefficient 0.010 Channel Slope 18.00 % Diameter 8.00 in Discharge . 2.43 ft3/s Results -1 Normal Depth 3.34 in Flow Area 0.14 ft2 Wetted Perimeter 0.94 ft Hydraulic Radius 1.77 in Top Width 0.66 ft Critical Depth . 0.65 ft Percent Full 41.8 % Critical Slope 0.02107 ft/ft Velocity 17.60 ft/s Velocity Head 4.81 ft Specific Energy 5.09 ft Froude Number 6.77 Maximum Discharge 7.17 ft3/s Discharge Full 6.66 ft3/s Slope Full 0.02393 ft/ft Flow Type SuperCritical r-jVF Input Data 1 Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data _J Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 41.76 % Downstream Velocity Infinity ftjs Bentley Systems, Inc. Haestad Methods SoliBitl€1ewMaster V8i (SELECTseries 1) [08.11.01.03] 4/22/2020 1:34:39 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1 -203-755-1666 Page 1 of 2 PIPE 132 - EXISTING ëVF Output Data Upstream Velocity Normal Depth Crit cal Depth Channel Slope Critical Slope Infinity ftls 3.34 in 0.65 ft 18.00 % 0.02107 ft/ft Bentley Systems, Inc. Haestad Methods SokRtI1etMaster V8i (SELECTseries 1) [08.11.01.03] 4/22/2(20 1:34:39 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 PIPE #4- PROPOSED [Project Description Friction Method Manning Formula Solve For Normal Depth nput Data 71 Roughness Coefficient 0.010 Channel Slope 0.50 % Diameter 8.00 in Discharge 0.36 ft3/s [Results Normal Depth 3.13 in FlowArea 0.13 ft2 Wetted Perimeter 0.90 ft Hydraulic Radius 1.69 in Top Width 0.65 ft Critical Depth 0.28 ft Percent Full 39.1 % Critical Slope 0.00393 ft/ft Velocity 2.84 ft/s Velocity Head 0.13 ft Specific Energy 0.39 ft Froude Number 1.14 Maximum Discharge 1.19 ft3/s Discharge Full 1.11 ft3/s Slope Full 0.00053 ft/ft Flow Type SuperCritical [GVF Input Data Dowrstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 [GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 39.12 % Downstream Velocity Infinity ftls Bentley Systems, Inc. Haestad Methods Sol iMl&ehtewMaster V8i (SELECTseries 1) [08.11.01.03] 10/15/2020 4:41:03 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06796 USA +1-203-755-1666 Page 1 of 2 PIPE #4- PROPOSED [GVF Output Data 7 Upstream Velocity Infinity ft/s Normal Depth 3.13 in Critical Depth 0.28 ft Channel Slope 0.50 % Critbal Slope 0.00393 ft/ft Bentley Systems, Inc. Haestad Methods SoIMlephtowMaster V8i (SELECTseries 1) [08.11.01.03] 10/15/2020 4:41:03 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 PIPE #7 - PROPOSED Project Description Friction Method Manning Formula Solve For Normal Depth Input Data __I1 RoLghness Coefficient 0.010 Channel Slope 1.20 % Diameter 8.00 in Discharge 1.83 ft3/s [Results Normal Depth 7.16 in Flow Area 0.33 ft2 Weted Perimeter 1.66 ft Hydraulic Radius . 2.39 in Top Width 0.41 ft Critical Depth 0.61 ft Percent Full 89.6 % Critical Slope 0.01179 ft/ft Velocity 5.55 ft/s Velocity Head 0.48 ft Specific Energy 1.08 ft Froude Number 1.09 Maxinum Discharge 1.85 ft3/s Discharge Full 1.72 ft3/s Slope Full 0.01357 ft/ft Flow Type SuperCritical [GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 IF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 89.55 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoleiwtIlptewMaster V8i (SELECTseries 1) [08.11.01.03] 10/15/2020 4:39:13 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2 PIPE #7 - PROPOSED [GVF Output Data UDstream Velocity Infinity ft/s Normal Depth 7.16 in Crit cal Depth 0.61 ft Channel Slope 1.20 % Critical Slope 0.01179 ft/ft Bentley Systems, Inc. Haestad Methods SoItléehtewMaster V8i (SELECTseries 1) [08.11.01.03] 10115;2020 4:39:13 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 PIPE #8 PROPOSED Project Description --.- Friction Method Manning Formula Solve For Normal Depth [In put Data - - Roughness Coefficient 0.013 Channel Slope 2.60 % Diameter 18.00 in Discharge 6.01 ft3/s esuIts Normal Depth 7.41 in Flow Area 0.69 ft2 Wetted Perimeter 2.09 ft Hydraulic Radius 3.94 in Top Width 1.48 ft Critical Depth 0.95 ft Percant Full 41.2 % Critical Slope 0.00622 ft/ft Velocity 8.77 ft/s Velocity Head 1.19 ft Specific Energy 1.81 ft Froude Number 2.27 Maximum Discharge 18.22 ft3/s Discharge Full 16.94 ft3/s Slope Full 0.00327 ft/ft Flow Type SuperCritical [GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 rGVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 41.16 % Downstream Velocity Infinity ftJs Bentley Systems, Inc. Haestad Methods SoIilithitl€1ewMaster V8i (SELECTseries 1) [08.11.01.03] 4/22/2020 1:53:22 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 PIPE #8 PROPOSED GVF Output Data 1 Upstream Velocity Infinity ft/s Normal Depth 7.41 in Critical Depth 0.95 ft Channel Slope 2.60 % Critical Slope 0.00622 ft/ft Bentley Systems, Inc. Haestad Methods SoIiBtIAecjMaster V81 (SELECTseries 1) [08.11.01.03] 4/22/2020 1:53:22 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755.1666 Page 2 of 2