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Home My WebLink AboutPD 2023-0016; KINOVATE PRODUCTION FACILITY TI; DRAINAGE STUDY; 2024-03-01 DRAINAGE STUDY FOR KINOVATE PRODUCTION FACILITY TI CARLSBAD, CALIFORNIA PD2023 – 0016 GR2023 – 0026 March 2024 Prepared for: KINOVATE LIFE SCIENCES 1935 Camino Vida Roble Carlsbad, CA 92008 Prepared By: KPFF CONSULTING ENGINEERS ________________________________________________ Engineer of Work: Jeffrey B. Gavazza | PE# C-59894 LA: 700 South Flower Street, Suite 2100 Los Angeles, CA 90017 SD: 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 KPFF Job #2200201 (213) 418–0201 Jeff Gavazza 4/30/24 2 Table of Contents 1. Project Location and Scope .................................................................................................................. 3 1.1 Project Location ........................................................................................................................... 3 1.2 Scope of Report ........................................................................................................................... 3 2. Project Description ............................................................................................................................... 4 2.1 Project Site Information .............................................................................................................. 4 2.2 Pre-Development Conditions ...................................................................................................... 4 2.3 Post -Development Conditions .................................................................................................... 5 3. Methodology ........................................................................................................................................ 6 3.1 Hydrology .................................................................................................................................... 6 3.2 Hydraulic Design .......................................................................................................................... 7 4. Results and Conclusions........................................................................................................................ 8 4.1 Results ......................................................................................................................................... 8 4.2 Conclusions ................................................................................................................................ 10 5. References .......................................................................................................................................... 11 Appendix A – Pre- and Post-Development Hydrology Exhibits and FEMA Firmette .................................. 12 Appendix B – Hydrology Calculations ......................................................................................................... 13 Appendix C – Hydraulic Analysis ................................................................................................................. 14 Appendix D – On-Site Hydrograph for the 100-Year 6-Hour Storm Event Detention Volume and Q100 Orifice Sizing Calculation ............................................................................................................................. 15 3 1. Project Location and Scope 1.1 Project Location The 3.2-acres site is located along the south of Camino Vida Roble, in the City of Carlsbad, California. The project site is generally bound by Camino Vida Roble to the north, Palomar Airport Road to the south, and Palomar Oaks Way to the west. Access to the project site is provided off of Camino Vida Roble. The Assessor’s Parcel Number (APN) is 212-092-18-00. A site vicinity map is shown in Figure 1-1 below. Figure 1-1: Site Vicinity Map 1.2 Scope of Report This report will focus on identifying the hydrologic effects of the proposed development by studying the 10-year and 100-year flow rates for the pre and post development conditions. This report will not discuss water quality measures or best management practices for stormwater mitigation. For information regarding best management practice requirements and implementation, refer to the project’s Storm Water Quality Management Plan (SWQMP), prepared by KPFF. No surface waters are present on the project site or nearby, and site runoff is captured and discharged into storm drain system. As such, the project is not anticipated to require a separate CA Regional Water Quality Control Board approval under Federal Clean Water Act Section 401/404. 4 2. Project Description 2.1 Project Site Information The existing site elevation varies from 256 feet along the southwestern boundary to 250 feet along the northern boundary (Camino Vida Roble). The Federal Emergency Management Agency (FEMA) has not mapped any Special Flood Hazard Areas (SFHAs) for the project site. The FEMA Map for the project site is provided in Appendix A. 2.2 Pre-Development Conditions The existing site improvement includes an office building and a surface parking lot. In the pre- developed condition, the site consists of approximately 71% impervious surface, and the landscape perimeter along the parking lot. The pre-development condition is divided into 5 basins that drain into two separate POCs, per existing grading and site features. Areas that drain towards POC #1 consists of the driveway and landscape buffer between the north-easterly edge of parking lot and the public sidewalk on Camino Vida Roble. Areas that drain towards POC #2 consists of the existing building, surface parking, and landscape areas. Runoff from the Onsite Basin 2 is collected in a series of onsite storm drain inlets, and discharges into an 18” RCP located at the north corner of the project site. Refer to Table 2-1 for a summary of the pre-development conditions. Table 2-1: Pre-Development Runoff Coefficient DRAINAGE SUB-BASIN TOTAL AREA (AC) PERVIOUS AREA (AC) % PERVIOUS % IMPERVIOUS Drains to POC 1 0.31 0.26 0.84 0.16 POC #1 2 0.70 0.11 0.16 0.84 POC #2 3 1.06 0.24 0.23 0.77 POC #2 4 0.89 0.26 0.29 0.71 POC #2 5 0.03 0.03 1.00 0.00 POC #2 ONSITE TOTAL 2.68 0.61 0.23 0.77 - PROPERTY TOTAL 2.99 0.87 0.29 0.71 - 5 2.3 Post -Development Conditions The proposed site improvement consists of a new truck loading/unloading area, tank farm, exterior electrical mechanical equipment yard, additional surface parking area and sidewalk. In the post development condition, the site will consist of 80% impervious surface. The overall drainage pattern will remain the same as the existing condition, and runoff from the new or replaced impervious area will be captured and treated using biofiltration basins. Refer to the project Storm Water Quality Management Plan (SWQMP) for additional details regarding the post-development stormwater treatment BMPs. Refer to Table 2-2 below for a summary of the post-development conditions. Table 2-2: Post-Development Condition Summary DRAINAGE SUB-BASIN AREA (ac) PERVIOUS AREA (AC) % PERVIOUS % IMPERVIOUS Drains to POC A 0.31 0.20 0.65 0.35 POC #1 B 1.06 0.14 0.13 0.87 POC #2 E 0.37 0.07 0.19 0.81 POC #2 F 0.03 0.03 1.00 0.00 POC #2 G 0.06 0.00 0.00 1.00 POC #2 H 0.14 0.01 0.07 0.93 POC #2 I 0.12 0.01 0.08 0.92 POC #2 J 0.19 0.02 0.11 0.89 POC #2 K 0.66 0.11 0.17 0.83 POC #2 L 0.05 0.00 0.00 1.00 POC #2 ONSITE TOTAL 2.68 0.39 0.15 0.85 - PROPERTY TOTAL 2.99 0.59 0.20 0.80 - 6 3. Methodology 3.1 Hydrology The hydrology calculations are based on the County of San Diego Hydrology Manual (2003). The project site is 3.2 acres, and therefore the Rational Method was used to calculate the peak flow rate for the 10-year and 100-year storm events. The Rational Method calculates peak flow rate (Q) as a function of runoff coefficient (C), rainfall intensity (I), and drainage area (A): Q = C * I * A The runoff coefficient (C) for each drainage area was calculated using the following equation: C = 0.90 × (% Impervious) + Cp × (1 - % Impervious) Where: Cp = Pervious Coefficient Runoff Value for the soil type The site’s imperviousness was determined by calculating the impervious area in the pre and post development conditions. Per Appendix A of the Hydrology Manual and site infiltration rates, Type D soil is selected for this hydrology analysis. Cp for pervious conditions was determined to be 0.35, per Table 3-1 of the Hydrology Manual. See Table 3-1 and Table 3-2 for pre- and post- development runoff coefficients. Rainfall intensities (I) were determined by following the steps outlined in Chapter 3.1.3 of the Hydrology Manual, where the time of concentration (Tc) was calculated to obtain the intensity. The overall Tc at the two POCs was computed based off the hydraulically farthest point within the project area, considering the initial time plus the time of travel. Lastly, drainage areas (A) were determined by inspecting the existing and proposed conditions and delineating areas according to grading and site features. The Pre-Development Drainage Condition and Post-Development Drainage Condition exhibits can be found in Appendix A. Table 3-1: Pre-Development Runoff Coefficient DRAINAGE SUB-BASIN TOTAL AREA (AC) PERVIOUS AREA (AC) % PERVIOUS % IMPERVIOUS C 1 0.31 0.26 0.84 0.16 0.44 2 0.70 0.11 0.16 0.84 0.81 3 1.06 0.24 0.23 0.77 0.78 4 0.89 0.26 0.29 0.71 0.74 5 0.03 0.03 1.00 0.00 0.35 ONSITE TOTAL 2.68 0.61 0.23 0.77 0.77 PROPERTY TOTAL 2.99 0.87 0.29 0.71 0.74 7 Table 3-2: Post-Development Runoff Coefficient DRAINAGE SUB-BASIN AREA (ac) PERVIOUS AREA (AC) % PERVIOUS % IMPERVIOUS C A 0.31 0.20 0.65 0.35 0.55 B 1.06 0.14 0.13 0.87 0.83 E 0.37 0.07 0.19 0.81 0.80 F 0.03 0.03 1.00 0.00 0.35 G 0.06 0.00 0.00 1.00 0.90 H 0.14 0.01 0.07 0.93 0.86 I 0.12 0.01 0.08 0.92 0.85 J 0.19 0.02 0.11 0.89 0.84 K 0.66 0.11 0.17 0.83 0.81 L 0.05 0.00 0.00 1.00 0.90 ONSITE TOTAL 2.68 0.39 0.15 0.85 0.82 PROPERTY TOTAL 2.99 0.59 0.20 0.80 0.79 To comply with the 100-year storm event mitigation requirements, a hydrograph analysis was conducted using the Qn method based on recommendations from Section 6 of the San Diego Hydrology Manual. The hydrograph methodology consists of rainfall distribution for a 100- year, 6-hour storm where the peak flow is calculated at the 4-hour mark, or 2/3rd of the duration of the storm event. The incremental distribution was computed using equations 6-2, 6-3, and 6-5 from the manual and introduced into a spreadsheet format. The Q100 detention volume calculated using this method resulted in 16 cubic feet. Refer to Appendix D for the hydrograph data and the Q100 volume calculations. 3.2 Hydraulic Design The hydraulic calculations were conducted using Flowmaster software. Refer to Appendix C for Hydraulic Analysis. The private storm drains within the project limit are designed to convey the peak runoff rate for a 100-year storm. Following the guidelines from the conjunctive use facilities for storm water management and flood control, the post-construction permanent BMP BF-2 is used to detain the 16 cubic feet of Q100 volume. The undetained Q100 flow rate entering BMP BF-2, computed at 2.06 cfs in the post-development condition, is mitigated by subtracting the post & pre-construction peak flow delta of 0.7 cfs for the overall site to yield a detained Q100 flow rate value of 1.36 cfs. This flow rate is used to design the outflow rate of the Q100 detention orifice size. Using the County of San Diego Hydraulic Design Manual, the orifice equation was used to obtain the diameter for the detained Q100 flow rate, which was computed to be 15.85 inches when using the recommended orifice coefficient of 0.60 for sharp, clean edges. The orifice head is equivalent to the Q100 detention ponding above the water quality ponding depth at 0.5 inches. The orifice plate is to be provided at the outlet of the catch basin within BMP BF-2, 8 thus meeting the Q100 post-development attenuation on site. Refer to Appendix D for the Q100 orifice sizing calculations. 4. Results and Conclusions 4.1 Results Table 4-1 and Table 4-2 summarize the hydrology results of the pre- and post- development conditions during the 10-year and 100-year storm event frequency. The proposed development will increase the amount of impervious area and thus slightly increase the peak runoff rate. As seen in Table 4-3 below, the peak runoff rate for POC #1 for the 10-year storm event is expected to increase from 0.65 cfs to 0.81 cfs in the post development conditions; the peak runoff rate for POC #2 for the 10-year storm event is expected to increase from 9.84 cfs to 10.56 cfs in the post development conditions. Similarly, Table 4-4 shows the peak runoff rate for POC #1 for the 100-year storm event is expected to increase from 0.95 cfs to 1.18 cfs; the peak runoff rate for POC #2 for the 100-year storm event is expected to increase from 11.5 cfs to 12.2 cfs. The analysis shows the difference of the post-construction Q100 of 12.2 cfs hydrograph from the pre-construction Q100 of 11.5 cfs. This peak flow difference of 0.7 cfs is used as the height of the triangular area that is above the pre-construction Q100 flow. The resultant area is equivalent to the detention volume in cubic feet, which was computed to be 16 cubic feet. The detention for this Q100 storage volume is provided at the biofiltration BMP “BF-2”. This BMP has a minimum surface area of 375 square feet, which yields a Q100 detention depth of 0.042 feet (0.51 inches). Table 4-1: Pre-Development Peak Runoff Rate DRAINAGE SUB-BASIN RUNOFF COEFFICIENT (C) I10 (in/hr) @Tc=5 min I100 (in/hr) AREA (ac) Q10 (cfs) Q100 (cfs) 1 (drains to POC #1) 0.44 4.8 7 0.31 0.65 0.95 2 (drains to POC #2) 0.81 4.8 7 0.70 2.73 3.99 3 (drains to POC #2) 0.78 4.8 7 1.06 3.95 5.75 4 (drains to POC #2) 0.74 4.8 7 0.89 3.16 4.61 5 (drains to POC #2) 0.35 4.8 7 0.03 0.05 0.07 Onsite Total to POC 2 (Tc=7.06 min) 0.77 4.8 5.6 2.68 9.84 11.5 PROPERTY TOTAL - - - 2.99 10.54 15.37 9 Table 4-2: Post-Development Peak Runoff Rate DRAINAGE SUB-BASIN RUNOFF COEFFICIENT (C) I10 (in/hr) @Tc=5 min I 100(in/hr) AREA (ac) Time of Concentration Tc (min) Q10 (cfs) Q100 (cfs) A (drains to POC #1) 0.55 4.8 7 0.31 5 0.81 1.18 B (drains to POC #2) 0.83 4.8 7 1.06 5 4.21 6.14 E (drains to POC #2) 0.80 4.8 7 0.37 5 1.41 2.06 F (drains to POC #2) 0.35 4.8 7 0.03 5 0.05 0.07 G (drains to POC #2) 0.90 4.8 7 0.06 5 0.27 0.39 H (drains to POC #2) 0.86 4.8 7 0.14 5 0.59 0.86 I (drains to POC #2) 0.85 4.8 7 0.12 5 0.49 0.72 J (drains to POC #2) 0.84 4.8 7 0.19 5 0.77 1.12 K (drains to POC #2) 0.81 4.8 7 0.66 5 2.56 3.73 L (drains to POC #2) 0.90 4.8 7 0.05 5 0.21 0.30 Onsite Total to POC 2 0.82 4.8 5.6 2.68 7.06 10.56 12.2 PROPERTY TOTAL 0.79 - - 2.99 - 11.37 16.58 10 Table 4-3: Pre- vs. Post- 10 YR PEAK Flow POC # PRE - 10 YR PEAK FLOW (CFS) POST - 10 YR PEAK FLOW (CFS) 10 YR INCREASE (CFS) % INCREASE 1 0.65 0.81 0.16 24 2 9.97 10.56 0.59 6 TOTAL 10.54 11.37 0.83 8 Table 4-4: Pre- vs. Post- 100 YR PEAK Flow POC # PRE - 100 YR PEAK FLOW (CFS) POST - 100 YR PEAK FLOW (CFS) 100 YR INCREASE (CFS) % INCREASE 1 0.95 1.18 0.23 24 2 11.50 12.24* 0.70 7 TOTAL 15.37 16.58 1.21 8 *12.24 cfs as undetained. This peak flow rate is mitigated using a Q100 detention orifice at the biofiltration BMP “BF-2” to meet the pre-construction Q100 peak flow rate conditions. 4.2 Conclusions Although the proposed development will increase the peak runoff rate by 7% at POC 2, the project will mitigate any impact to the downstream storm drain infrastructure by detaining the increased Q100 peak flow rate within the biofiltration basin “BF-2”. The 16 cubic feet of Q100 detention volume will be stored by providing 0.5 inches of additional ponding depth above 12 inches of water quality treatment ponding for the given 375 square foot minimum treatment area. To attenuate the post-construction peak flow rate to pre-construction levels, the catch basin for BMP BF-2 will have an outlet orifice diameter of 15.85 inches, which has been sized from reducing the unmitigated Q100 flow rate of 2.06 cfs entering BMP BF-2 by the peak flow delta of 0.7 cfs for the project site. The resultant outflow of 1.36 cfs exiting this orifice ensures that the 100-year 6-hr storm event peak flow mitigation is met. The increase in runoff to Camino Vida Roble by 0.23 cubic feet per second at POC 1 has been assessed as minimal and does not affect the downstream facilities. Refer to the project Storm Water Quality Management Plan (SWQMP) for additional details regarding hydromodification flow control mitigation and calculations. An existing 10” private storm drain pipe located within Sub-Basin B appears to be undersized under existing conditions in the event of a 100-year storm. In the event of a 100-year storm, water bypasses the catch basin and will flow towards the proposed “Type B” curb inlet. The expected flow was compared to the capacity of the 10” pipe and a spread of 6’ was determined along the existing gutter (refer to hydraulic calculations provided in the appendix). This approach is in alignment with Section 5.1.C of the City of Carlsbad Engineering Standards. The maximum discharge of the outgoing 18” RCP pipe sloped at 2% at POC #2 is 15.98 cfs. This hydraulic analysis was calculated based off as-built information. Through the detention at BF-2, no increase in flow is expected to enter the city storm drain system. 11 5. References County of San Diego Department of Public Works, 2003. San Diego County Hydrology Manual. https://www.sandiegocounty.gov/dpw/floodcontrol/floodcontrolpdf/hydro- hydrologymanual.pdf Federal Emergency Management Agency (FEMA), 2020. National Flood Hazard Layer FIRMette. San Diego County Conjunctive Use Facilities for Storm Water Management and Flood Control, 2020. 12 Appendix A – Pre- and Post-Development Hydrology Exhibits and FEMA Firmette National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREENArea of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below.The basemap shown complies with FEMA's basemapaccuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 5/28/2023 at 5:03 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location. 1:6,000 117°17'31"W 33°7'36"N 117°16'53"W 33°7'6"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 FEMA c:::::::::J 1111111 586.39 ft PRE - PEAK Q100 ONSITE BASIN 2 Area (A) = 2.68 acres Runoff Coefficient (C) = 0.77 Time of Concentration (Tc) = 7.06 min. Longest path of travel (L) = 587 ft Intensity (I100) = 5.6 in./hr. Q100 = 11.5 cfs V100 = 24.09 fps SUB-BASIN 1 Area (A) = 0.31 acres Runoff Coefficient (C) = 0.44 Time of Concentration (Tc) = 5 min. Longest path of travel (L) = 130 ft Intensity (I10) = 4.8 in./hr. Intensity (I100) = 7 in./hr. Q100 = 0.95 cfs EXISTING ROOF AREA (0.06 AC) DRAINS TO SUB-BASIN 2 EXISTING ROOF AREA (0.16 AC) DRAINS TO SUB-BASIN 2 EXISTING ROOF AREA (0.07 AC) DRAINS TO SUB-BASIN 3 EXISTING ROOF AREA (0.06 AC) DRAINS TO SUB-BASIN 3 EXISTING ROOF AREA (0.07 AC) DRAINS TO SUB-BASIN 3 EXISTING ROOF AREA (0.04 AC) DRAINS TO SUB-BASIN 3 EXISTING ROOF AREA (0.04 AC) DRAINS TO SUB-BASIN 4 EXISTING ROOF AREA (0.13 AC) DRAINS TO SUB-BASIN 4 EXISTING ROOF AREA (0.07 AC) DRAINS TO SUB-BASIN 2 LONGEST FLOW PATH - - - - 0 - - - - z - - - - " - - - - ..., - - - - " - - - - ~ - - - - :i: - - - - " - - - - ~ - - - - UJ - - - - " - - - - 0 - - - - "' - - - - < EXISTING CONDITIONS EXHIBIT ----T---+-T----T----T----T----Tf-----~ 1------T----T----T----T----T--- 0-04°19'38" R=2000 oo' ----so--.---~) ti! L~1'-'.:5J__'1~. 0'=5 _' ----Rw,---,------RW ----+-----\--RW--------RW--------WI---------RW--------RW;:: _ __1,...,...,...,...,..., ____ ...,...,...,...,.,..ll---~~--5-----j-[1_-_R_W_-s,;---------"&-----r ------5'3---~=-'5,:,5,_cc----=--==-- PUB 18" P SD S' ss-0 -2•45-"-----S$----S',---------------,.;S;---1£;-----JLL-C----'AS5--M-I-N----CO::---:-'V~l=o---::A----=R---=o~B§:L---::E=-----ss 1 S5---0---S~-----;;s --~ ---G 10' I E S T , ' , ' • ' , ' • ' ' ' ' " I '1 X ' ' 'fi ' r~ ' / ' " : :~ \ \ I • .. -f' A K , I 1· ' ' I I I · , ' ' ' ! ,' ' ' " ' " <' • ~-(·q'' ~-I ,-' ' I ! . :,_ I \\ I I \l I ; I Pl _I • ' /1 I I I I \• I ( ' ' INAGE SUB-BAS AREA: 0. r_ ., C) H--Srl----- l ---1 I I _'_ {' ------::,i 6-Fr WIDE EASEMENT FOR PUBLIC UTILITIES INGRESS AND EGRESS, GRANTED TO, SAN DIEGO GAS & ELEOifRIC COMPANY PER IN~. NO. 87-328080 REC. 6/12/1987, 0.R. DRAINAGE SUB-BASIN 4 AREA: 0.89 N:.. Vl Vl ----• -- -~-----~ ... ===-----== - ---=---_:_:___:_ - DRAINAGE SUB-BASIN 3 AREA: 1.06 AC. ' I \ I . ~ \ \~~fi \ \~~'1 ~~ I l\.-o==4f 1 I t~~f µ 1~=1~ / ~STREAM ELEV 256.12' 3 °' • 0 0 w n L-- TOR O V ~ //. J· ,Y f" ,· / // /,,/ /4~1/~Ss EXISTING SD LINE E)91,NDS BEYOND PROPER)Y,LINE ,,, u~ 256.05' 0 10' 20' SCALE: 1 "~20' G-- G- \ \ \ LEGEND: .... -$- PROPERTY LINE DRAINAGE AREA BOUNDARY DIRECTION OF FLOW POINT OF COMPLIANCE PERVIOUS AREA CONSULTANTS OWNER 700 South Flower Street Suite 2100 Los Angeles, CA 90017 0: 213.418.0201 www.kpff.com PROJECT TITI.E i;:>-----------------< ~ 'i' z 2>-----------------< <fl ~ "" Copyright THE AUSTIN COMPANY PROJECT NUMBER 2200201 FILE NAME DRAWN BY CJ CHECKED BY SHEET TITLE EXISTING DRAINAGE CONDITION PLAN SHEET NUMBER EX01 2D21 ISSUE DRAINAGE SUB-BASIN K Area (A) = 0.66 acres Runoff Coefficient (C) = 0.76 Time of Concentration (Tc) = 5 min. Longest path of travel (L) = 240 ft Intensity (I100) = 7 in./hr. Q100 = 3.73 cfs V100 = 10.32 fps DRAINAGE SUB-BASIN H Area (A) = 0.14 acres Runoff Coefficient (C) = 0.86 Time of Concentration (Tc) = 5 min. Longest path of travel (L) = 418 ft Intensity (I100) = 7 in./hr. Q100 = 0.86 cfs V100 = 3.76 fps DRAINAGE SUB-BASIN I Area (A) = 0.12 acres Runoff Coefficient (C) = 0.85 Time of Concentration (Tc) = 5 min. Longest path of travel (L) = 620 ft Intensity (I100) = 7 in./hr. Q100 = 0.72 cfs V100 = 3.61 fps DRAINAGE SUB-BASIN G Area (A) = 0.06 acres Runoff Coefficient (C) = 0.90 Time of Concentration (Tc) = 5 min. Longest path of travel (L) = 334 ft Intensity (I100) = 7 in./hr. Q100 = 0.39 cfs V100 = 3.09 fps 587.62 ft DRAINAGE SUB-BASIN L Area (A) = 0.05 acres Runoff Coefficient (C) = 0.90 Time of Concentration (Tc) = 5 min. Longest path of travel (L) = 260 ft Intensity (I100) = 7 in./hr. Q100 = 0.30 cfs V100 = 2.87 fps DRAINAGE SUB-BASIN B Area (A) = 1.06 acres Runoff Coefficient (C) = 0.84 Time of Concentration (Tc) = 5 min. Longest path of travel (L) = 587 ft Intensity (I100) = 7 in./hr. Q100 = 6.14 cfs V100 = 4.58 fps DRAINAGE SUB-BASIN F Area (A) = 0.03 acres Runoff Coefficient (C) = 0.35 Time of Concentration (Tc) = 5 min. Longest path of travel (L) = 62 ft Intensity (I100) = 7 in./hr. Q100 = 0.07 cfs V100 = 9.55 fps POST - PEAK Q100 Time of Concentration (Tc) = 7.06 min. Longest path of travel (L) = 650 ft Intensity (I100) = 5.6 in./hr. Q100, undetained = 12.2 cfs V100 = 9.55 fps Q100, detained = 11.5 cfs DRAINAGE SUB-BASIN A Area (A) = 0.31 acres Runoff Coefficient (C) = 0.55 Time of Concentration (Tc) = 5 min. Longest path of travel (L) = 130 ft Intensity (I100) = 7 in./hr. Q100 = 1.18 cfs DRAINAGE SUB-BASIN E Area (A) = 0.37 acres Runoff Coefficient (C) = 0.81 Time of Concentration (Tc) = 5 min. Longest path of travel (L) = 401 ft Intensity (I100) = 7 in./hr. Q100undetained = 2.06 cfs V100 = 7.77 fps Q100detained = 1.36 cfs DRAINAGE SUB-BASIN J Area (A) = 0.19 acres Runoff Coefficient (C) = 0.85 Time of Concentration (Tc) = 5 min. Longest path of travel (L) = 588 ft Intensity (I100) = 7 in./hr. Q100 = 1.12 cfs V100 = 3.11 fps EXISTING ROOF AREA (0.07 AC) DRAINS TO SUB-BASIN K EXISTING ROOF AREA (0.06 AC) DRAINS TO SUB-BASIN K EXISTING ROOF AREA (0.16 AC) DRAINS TO SUB-BASIN K EXISTING ROOF AREA (0.07 AC) DRAINS TO SUB-BASIN B EXISTING ROOF AREA (0.06 AC) DRAINS TO SUB-BASIN B EXISTING ROOF AREA (0.07 AC) DRAINS TO SUB-BASIN B EXISTING ROOF AREA (0.04 AC) DRAINS TO SUB-BASIN B EXISTING ROOF AREA (0.04 AC) DRAINS TO SUB-BASIN E EXISTING ROOF AREA (0.13 AC) DRAINS TO SUB-BASIN E LONGEST FLOW PATH PERVIOUS AREA SD 0 z " PROPOSED CONDITIONS EXHIBIT PUB. 18" RCP SD. @ 2.45% ---55 PER DWG . SLOT FL=247.0 I.E. 237.2 7 S'l-------ss+---- "' I if f- fl t'~ 15• I P,V¢ ,SD 025% , / / I : I t.'>·, . ' . . I ·1 ' ' ' ' I ' ' ' ' . ' ' ' ' ' " ' ' ' ' ' I ' ·, ' ' ' ' ' ' . t: : : "' ' : . . ' ~ " ,. I ~ '.,' ' .. ~-~ ' l1r.1 :' DOWNSTI>FA1™ . ' , , 1 T 'r r ,, , ' \ I I I J I • ' fil k fil 7 fil C •I"~ r7 (/) L _J L _J l / / ,., (/) / / Iii L _J r7 L _J UPSTREAt.t-ElEV- 1 / \ ~ '\ 253.77' 1 1::10 \ '"';(l.+l~I <. ::.\ \ \ IIV • • • • • • \ fil i ---- I t( :: \ . <· ·,:.· .->>-_:-:-:-::::::::_: \, ~~a==,'lQ;J II I: '-- --- /;.J ~f-a-#=.02' --------w ~~-~-~------w ti! PSTREJ\ril E[EV 255.30' ... ,~\. • p:j{';if • ------- ' • ~ ' ---~:._~~--.. _______ E4s.-------- 0 UPSTREAM ELEV 256.12' UPSTREAM ELEV -,,, 25~ I I L--I I \ I I ··-1 , I ' ' ' ' ' 0 10· 20· SCALE: 1""=20" 0 0 LEGEND: --SD--.... -$- LEGEND I ·. -. . .J I I PROPERTY LINE STORM DRAIN DIRECTION OF FLOW POINT OF COMPLIANCE CONCRETE PAVING {IMPERVIOUS) ASPHALT (IMPERVIOUS) PERMEABLE PAYERS (PERVIOUS) BIOFILTRATION BASIN (PERVIOUS) SYNTHETIC LAWN (PERVIOUS) WOOD DECK (IMPERVIOUS) CONCRETE PAVERS (IMPERVIOUS) CONSULTANTS OWNER 700 South Flower Street Suite 2100 Los Angeles, CA 90017 0: 213.418.0201 www.kpff.com PROJECT TITI.E i;:>-----------------< ~ 'i' z 2>-----------------< <fl ~ "" Copyright THE AUSTIN COMPANY PROJECT NUMBER 2200201 FILE NAME DRAWN BY CJ CHECKED BY SHEET TITLE PROPOSED DRAINAGE CONDITION PLAN SHEET NUMBER EX02 2D21 ISSUE 13 Appendix B – Hydrology Calculations 10 1.8 3.2 56 1.8 5 4.8 10-YEAR STORM EVENT 100 9.0 8.0 7.0 ._ :::, 0 .c <ii Q) .c 6.0 5.0 4.0 3.0 2.0 g 1.0 ~09 ·~o.s ~07 0.6 0.5 0.4 0.3 0.2 0.1 1' ' ""'-.. ' -..."I'-. 1' ""r--,. "" I"-."'-_ I'-,. r--.L • ' -.., ""', 1-..., 1-.., I' .... ' "" 'I'-,., • I'-,. 'i-. 1-. .... r--. I',,. .... .. .... --..., 1-..." "I'-,. .. .. • ' ..... 1 ..... ...... .... ' • ~ r--. " "I'-. .... I" .. .. r--. ~ ' ' 'I'-,. .. ~ .. ~ .... ' .... 1-. ... r--.1"-,. ' "" ' r,.._ .. ' ' • I'-,. i.., .. • I',,. ' ' l"-,.,1"-,., .. .. .. ~ .. .. "" '"" I'-,.._ .... ... I',,. r-.. ... ~ ~ "r-,. 1-... .. 'r-. ... I', .... ' • I'-,. ', .. I',,. ' .... ""', .. ... ' 1-., .. '"'" .... "'I'-,. 'i-. .. 'i.. .... .... 5 6 7 8 9 10 15 20 30 Minutes .. .... ...... .. .. .. ~ .. ~ .. .. .. .... ~ .. .. .. ~ .... .. .... .. ~ ...... ~ .. .... .. ...... ~ 40 50 Duration EQUATION I = 7.44 P6 D-0.645 I = Intensity (in/hr) p6 = 6-Hour Precipitation (in) D = Duration (min) ,, ... '""' ,r-. ' 'I'-,. !',I", ' I'-,. I• .. .. .. .. ' I'-,. I' .... I', ...... 'r-. I• 'i.. .... .. ' ...... .... '~ .. ~ .. ~ ,, .. .. I', .. .. .. .. ,. "I'-,. .. .... .. ""', I' .. .. ' 'I" .. I• '~I'-,. .. .. .. ""r,.. I' .. .. ' r-., '"" .. I'-,. 1'-r,.. ~ .. I•, ~ .. .... , I', 'r-. ~ .. .. 2 3 4 Hours 5 6 0) ::i: 0 !:; "U al n 6.o -g; 5.5 ~ 5.0 g 4.5 '§' n 4.o l 3.5 .!:';.. 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is with in the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart . (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency ___ year p (b) P5 = --in., P24 = --'P 6 = %(2) 24 (c) Adjusted p6<2) = __ in. {d) Ix = __ min. (e) I = ___ in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. I I PG 1 1 1.s 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration I I I I I I I I I I I 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 11 .86 13.17 14.49 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10.11 -15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4.85 5.39 5.93 6.46 25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 560 30 0.83 1.24 1.6_§_ 2.07 2.49 2.90 3.32-3.73 4.15 4.56 4.98 -40 0.69 1.03 1.38 1.72 20:F 41 2.76 3.10 3.45 3.79 ~13 50 0.60 0.90 1.19 1.49 1.79 2.09 2.39 2.69 2.98 3.28 3.58 -60 0.53 0.80 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.1 8 90 0.41 0.61 0.82 1.02 1.23 1.43 1.63 1.84 2.04 2.25 2.45 120 0.3~ 0.51 0.68 0.85-1.02 1.19 1.36 1.53 1,70 1.87 204 ---f--150 0,29 0.44 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1,76 180 0.26 0.39 0.52 0,65 0.78 0.91 1.04 1.18 1,31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 1.19 130 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0,94 1.03 1.13 ~ 0.17 0.25 0.33 0.42 0.50 0.58 --0.84 0.92 1.00 0.67 0.75 50-YEAR STORM EVENT 50 2.4 4.2 57 5 6.3 2.4 100 9.0 8.0 7.0 ._ :::, 0 .c <ii Q) .c 6.0 5.0 4.0 3.0 2.0 g 1.0 ~09 ·~o.s ~07 0.6 0.5 0.4 0.3 0.2 0.1 1' ' ""'-.. ' -..."I'-. 1' ""r--,. "" I"-."'-_ I'-,. r--.L • ' -.., ""', 1-..., 1-.., I' ..... ' "" 'I'-,., • I'-,. 'i-. 1-. ..... :-.... I',,. .... .. .... K -.., ' 1-..." "I'-,. .. ... .... r--: ' ' • ...... 1 ..... ...... ~ r--. ~ "I'-. ..... I", .. ' ' ' f:::: 'I'-,. .. ~ .. ~ .... 1-. ... r--.1"-,. ""r--,. ~I'-,., I' 'i.. .. ' 1-.::~ ..... .. • I',,. l"-,.,1"-,., ~t ~ .. .. "" "I'-,. .. ~ ~~ ... I',,. ...... ~ "r-,. 1-... .. ...I', .... ' • I'-,. .. I',,. .... ~ ""', .. ' 1-., .. '"'" .... "'I'-,. 'i-. .. 'i.. .... .... 5 6 7 8 9 10 15 20 30 Minutes .. .... ...... .. .... ~ .. ~ .. .. .. .... ~ .. .. .. ~ ~ .. .... .. ~ ~ .. .... .. ...... ~ 40 50 Duration EQUATION I = 7.44 P6 D-0.645 I = Intensity (in/hr) p6 = 6-Hour Precipitation (in) D = Duration (min) ,, ... '""' ,r-. ' 'I'-,. !',I", .. .. ' I'-,. I• .... ' I'-,. I' .... I', .. .... 'r-. I• i..i,. .... .. ' i",i", ..... '~ I', .. ~ .. ~ ,, .. ... .. .. .. .. ,. "I'-,. .. .... .. ..._, I' ... .. ' r--; '"'. i"'i,. .. 'I'-,. "~ .. ~ .. r,., ~ ' '"" .. I'-,. ~ .. I•, .. ', I', 'r-. ~ .. .. 2 3 4 Hours 5 6 0) ::i: 0 !:; "U al n 6.o -g; 5.5 ~ 5.0 g 4.5 '§' n 4.o l 3.5 .!:';.. 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is with in the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart . (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency ___ year p (b) P5 = --in., P24 = --'P 6 = %(2) 24 (c) Adjusted p6<2) = __ in. {d) Ix = __ min. (e) I = ___ in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. I I PG 1 1 1.s 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration I I I I I I I I I I I 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 11 .86 13.17 14.49 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10.11 -15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4.85 5.39 5.93 6.46 25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 560 30 0.83 1.24 1.6_§_ 2.07 2.49 2.90 3.32-3.73 4.15 4.56 4.98 -40 0.69 1.03 1.38 1.72 20:F 41 2.76 3.10 3.45 3.79 ~13 50 0.60 0.90 1.19 1.49 1.79 2.09 2.39 2.69 2.98 3.28 3.58 -60 0.53 0.80 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.1 8 90 0.41 0.61 0.82 1.02 1.23 1.43 1.63 1.84 2.04 2.25 2.45 120 0.3~ 0.51 0.68 0.85-1.02 1.19 1.36 1.53 1,70 1.87 204 ---f--150 0,29 0.44 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1,76 180 0.26 0.39 0.52 0,65 0.78 0.91 1.04 1.18 1,31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 1.19 130 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0,94 1.03 1.13 ~ 0.17 0.25 0.33 0.42 0.50 0.58 --0.84 0.92 1.00 0.67 0.75 100-YEAR STORM EVENT 100 2.65 4.9 54 7.06 5.6 2.65 I=5.59 IN/HR 100 9.0 8.0 7.0 ._ :::, 0 .c <ii Q) .c 6.0 5.0 4.0 3.0 2.0 g 1.0 ~09 ·~o.s ~07 0.6 0.5 0.4 0.3 0.2 0.1 1' ' ·""'-.. ' -..."I'-. 1' ""r--,. I"-."'-_ I'-,. r--.L • ' ' ""', 1-..., 1-.., I' ..... ~ ' "" 'I'-,., • I'-,. 'i-. 1-. ..... t'-.. I',,. .... .. .... -.... ~ ... , 1-..." "I'-,. .. ... . 1 ..... ...... .... .... ' . ... "" ~ r--. "t-,... ... , ..... I", .. ' ' t-1"-,., 'I'-,. .. ~ .. ~ ' 1-. ... r--.1"-,. ""r--,. -~ I' 'i.. .. ' 'i--. ..... .. • I',,. l"-,.,1"-,., ..... 'r-. ~ .. .. "" ""i-,. ..... ~--... I',,. ... "" ~ "r-,. 1-... .. ...I', .... ' • I',, .. I',,. .... ... , .. ' 1-., .. '"'" .... ""'i-,. 'i-. .. 'i.. .... .... 5 6 7 8 9 10 15 20 30 Minutes .. .... ...... .. .. .. ~ .. ~ .. .. .. .... ~ .. .. .. ~ .. ~ ~ .... ~ .. .... .. ~ .. .... .. ...... ~ 40 50 Duration EQUATION I = 7.44 P6 D-0.645 I = Intensity (in/hr) p6 = 6-Hour Precipitation (in) D = Duration (min) ,, ... '""' ,r-. ' 'I',, !',I", .... ' I'-,. I• .... ' I',, I' .... I', ...... 'i-,. I• i..i,. .... .. ' i",i", ..... 'i-,. I', .. ~ .. ~ ,, .. ... .. .. .. .. ,. '"I'-,. .. .... .. ""',r--. I' ... .. ' ,.... I•._ i"'i,. .. 'I'-,. ,,r-. ~ .. I' .. .. ' '"" .. I'-,. ~ .. I•, .. .... , I', 'I',, ~ .. .. 2 3 4 Hours 5 6 0) ::i: 0 !:; "U al n 6.o -g; 5.5 ~ 5.0 g 4.5 '§' n 4.o l 3.5 .!:';.. 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is with in the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart . (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency ___ year p (b) P5 = --in., P24 = --'P 6 = %(2) 24 (c) Adjusted p6<2) = __ in. {d) Ix = __ min. (e) I = ___ in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. I I PG 1 1 1.s 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration I I I I I I I I I I I 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 11 .86 13.17 14.49 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10.11 -15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4.85 5.39 5.93 6.46 25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 560 30 0.83 1.24 1.6_§_ 2.07 2.49 2.90 3.32-3.73 4.15 4.56 4.98 -40 0.69 1.03 1.38 1.72 20:F 41 2.76 3.10 3.45 3.79 ~13 50 0.60 0.90 1.19 1.49 1.79 2.09 2.39 2.69 2.98 3.28 3.58 -60 0.53 0.80 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.1 8 90 0.41 0.61 0.82 1.02 1.23 1.43 1.63 1.84 2.04 2.25 2.45 120 0.3~ 0.51 0.68 0.85-1.02 1.19 1.36 1.53 1,70 1.87 204 ---f--150 0,29 0.44 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1,76 180 0.26 0.39 0.52 0,65 0.78 0.91 1.04 1.18 1,31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0.87 0.98 1.08 1.19 130 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0,94 1.03 1.13 ~ 0.17 0.25 0.33 0.42 0.50 0.58 --0.84 0.92 1.00 0.67 0.75 PROJECT SITE II , j I I I • I I I I I , I I --+ I ' I ' I I I I 4 I J J J I I I --l I J I I I I I -t I J -l I I -j -j j J J -j I i I I --l j i j -l j I I --l j j J J I I I , , j J ,J J . ~.±•, '•±± • ... , I I I I J J ' j ,J J ' a' • · · '•, '-'1·~1 11 ' ' • i j j -l j --l j j j --l --l --l J j Jj I : IJ I I J J I Jl J J J JI I I J' J ' j j I I _j I I j J j j I l -t 7 -l --l J _' J J I -j i ~ J J J J J +- I ' I -------- I I I c:GIS San c· ·red' ' S· Di~'-'O ,OVC . 'y;/c Have . an c- I I PROJECT SITE ' \ r\, -----.. . ' . ' _, , ---- .L, _{t .J ..... . . ' ' ' . -' . -N I' IL___·-----_--~I DPW ~GIS Oepw.menr oi Putiic \-1.'0o~ G1,;o,r.Jpf/H;; lnfom,<100!1 &,v,t:rn s1lG1s »(le Have San Diq,:(l Cc,vcrcd! PROJECT SITE I l ~1 ; l-1-H---l---l--t--t-t-t---t----t---t---t-iti-r-n•~f-l,-;;;,• J ) I\ r------...... ;,~ ~ ~ ', !\,11 , ..-r-~r:-~, .. .. ~+--t--" ~ r- r----1--~ ,__,--,-- S~GIS '.:Xie Have San Diq;o Covered! PROJECT SITE I I I I \ i--+-,--,.__ I I J I I I I I I I I I I I I I I I I I I I I I I I I I J I I I J I I I I I I I I I I I I I I I J J 1 I I J I J I J I I J 1 I J I 1 I I -~ I -------- I ' . - - - ~GIS Sans l)1''"C'()Covcrcd! V/;/c Have . an ~"' I I I J J J I I J I PROJECT SITE IL__·-----_--_I .L PROJECT SITE I I I I . . . . . . . . • . -) . ,-. ' ' . : . . . ,, .,,. . . -... ·, "~ ~ ~ . I I I I I · . --- . . -~ . . . . . . . . ,=' ·- --. . . . . . . . ' ~ e,a\H'1'Y 0 ~i.NDIEc;o • I -······_--___JI DPW ~GIS [lep:I.J""iJ7ient Di P11Mc Works Grn,r,..•pfll/,; /11furrr,.itiw1 &rv,t r.i-:; 14 Appendix C – Hydraulic Analysis FLOWMASTER CALCULATIONS FOR EXISTING SUBDRAINAGE AREA OUTLETS, Q100 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 25.00000 % Diameter 15.00 in Discharge 11.50 ft³/s Results Normal Depth 6.19 in Flow Area 0.48 ft² Wetted Perimeter 1.74 ft Hydraulic Radius 3.29 in Top Width 1.23 ft Critical Depth 1.21 ft Percent Full 41.2 % Critical Slope 0.02785 ft/ft Velocity 24.09 ft/s Velocity Head 9.02 ft Specific Energy 9.53 ft Froude Number 6.82 Maximum Discharge 34.74 ft³/s Discharge Full 32.30 ft³/s Slope Full 0.03170 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 41.24 % Downstream Velocity Infinity ft/s PRE - 15", 25% PVC - 100 YR 1/19/2024 2:00:24 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 6.19 in Critical Depth 1.21 ft Channel Slope 25.00000 % Critical Slope 0.02785 ft/ft PRE - 15", 25% PVC - 100 YR 1/19/2024 2:00:24 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 2.00000 % Normal Depth 18.00 in Diameter 18.00 in Discharge 14.85 ft³/s Results Discharge 14.85 ft³/s Normal Depth 18.00 in Flow Area 1.77 ft² Wetted Perimeter 4.71 ft Hydraulic Radius 4.50 in Top Width 0.00 ft Critical Depth 1.40 ft Percent Full 100.0 % Critical Slope 0.01729 ft/ft Velocity 8.41 ft/s Velocity Head 1.10 ft Specific Energy 2.60 ft Froude Number 0.00 Maximum Discharge 15.98 ft³/s Discharge Full 14.85 ft³/s Slope Full 0.02000 ft/ft Flow Type SubCritical 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 % PRE - 18in, 2% PVC - 100 YR 10/23/2023 3:48:59 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 18.00 in Critical Depth 1.40 ft Channel Slope 2.00000 % Critical Slope 0.01729 ft/ft PRE - 18in, 2% PVC - 100 YR 10/23/2023 3:48:59 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page FLOWMASTER CALCULATIONS FOR PROPOSED SUBDRAINAGE AREA OUTLETS, Q100 Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 1.00000 % Normal Depth 10.00 in Diameter 10.00 in Discharge 2.19 ft³/s Results Discharge 2.19 ft³/s Normal Depth 10.00 in Flow Area 0.55 ft² Wetted Perimeter 2.62 ft Hydraulic Radius 2.50 in Top Width 0.00 ft Critical Depth 0.66 ft Percent Full 100.0 % Critical Slope 0.01060 ft/ft Velocity 4.02 ft/s Velocity Head 0.25 ft Specific Energy 1.08 ft Froude Number 0.00 Maximum Discharge 2.36 ft³/s Discharge Full 2.19 ft³/s Slope Full 0.01000 ft/ft Flow Type SubCritical 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 % POST - B - 100 YR 10/23/2023 3:54:46 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 10.00 in Critical Depth 0.66 ft Channel Slope 1.00000 % Critical Slope 0.01060 ft/ft POST - B - 100 YR 10/23/2023 3:54:46 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 4.00000 % Diameter 8.00 in Discharge 2.06 ft³/s Results Normal Depth 5.68 in Flow Area 0.27 ft² Wetted Perimeter 1.34 ft Hydraulic Radius 2.38 in Top Width 0.60 ft Critical Depth 0.63 ft Percent Full 71.0 % Critical Slope 0.02514 ft/ft Velocity 7.77 ft/s Velocity Head 0.94 ft Specific Energy 1.41 ft Froude Number 2.07 Maximum Discharge 2.60 ft³/s Discharge Full 2.42 ft³/s Slope Full 0.02906 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 71.00 % Downstream Velocity Infinity ft/s POST - E - 100 YR 1/19/2024 2:05:26 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 5.68 in Critical Depth 0.63 ft Channel Slope 4.00000 % Critical Slope 0.02514 ft/ft POST - E - 100 YR 1/19/2024 2:05:26 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00000 % Diameter 8.00 in Discharge 0.39 ft³/s Results Normal Depth 3.12 in Flow Area 0.13 ft² Wetted Perimeter 0.90 ft Hydraulic Radius 1.68 in Top Width 0.65 ft Critical Depth 0.29 ft Percent Full 39.0 % Critical Slope 0.00671 ft/ft Velocity 3.09 ft/s Velocity Head 0.15 ft Specific Energy 0.41 ft Froude Number 1.24 Maximum Discharge 1.30 ft³/s Discharge Full 1.21 ft³/s Slope Full 0.00104 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 39.03 % Downstream Velocity Infinity ft/s POST - G - 100 YR 10/23/2023 3:59:50 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 3.12 in Critical Depth 0.29 ft Channel Slope 1.00000 % Critical Slope 0.00671 ft/ft POST - G - 100 YR 10/23/2023 3:59:50 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00000 % Diameter 8.00 in Discharge 0.86 ft³/s Results Normal Depth 4.99 in Flow Area 0.23 ft² Wetted Perimeter 1.21 ft Hydraulic Radius 2.26 in Top Width 0.65 ft Critical Depth 0.44 ft Percent Full 62.4 % Critical Slope 0.00852 ft/ft Velocity 3.76 ft/s Velocity Head 0.22 ft Specific Energy 0.64 ft Froude Number 1.11 Maximum Discharge 1.30 ft³/s Discharge Full 1.21 ft³/s Slope Full 0.00507 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 62.35 % Downstream Velocity Infinity ft/s POST - H - 100 YR 10/23/2023 4:00:42 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 4.99 in Critical Depth 0.44 ft Channel Slope 1.00000 % Critical Slope 0.00852 ft/ft POST - H - 100 YR 10/23/2023 4:00:42 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00000 % Diameter 8.00 in Discharge 0.72 ft³/s Results Normal Depth 4.45 in Flow Area 0.20 ft² Wetted Perimeter 1.12 ft Hydraulic Radius 2.13 in Top Width 0.66 ft Critical Depth 0.40 ft Percent Full 55.6 % Critical Slope 0.00784 ft/ft Velocity 3.61 ft/s Velocity Head 0.20 ft Specific Energy 0.57 ft Froude Number 1.16 Maximum Discharge 1.30 ft³/s Discharge Full 1.21 ft³/s Slope Full 0.00355 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 55.59 % Downstream Velocity Infinity ft/s POST - I - 100 YR 10/23/2023 4:05:39 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 4.45 in Critical Depth 0.40 ft Channel Slope 1.00000 % Critical Slope 0.00784 ft/ft POST - I - 100 YR 10/23/2023 4:05:39 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.50000 % Diameter 12.00 in Discharge 1.12 ft³/s Results Normal Depth 5.60 in Flow Area 0.36 ft² Wetted Perimeter 1.50 ft Hydraulic Radius 2.87 in Top Width 1.00 ft Critical Depth 0.45 ft Percent Full 46.7 % Critical Slope 0.00590 ft/ft Velocity 3.11 ft/s Velocity Head 0.15 ft Specific Energy 0.62 ft Froude Number 0.91 Maximum Discharge 2.71 ft³/s Discharge Full 2.52 ft³/s Slope Full 0.00099 ft/ft Flow Type SubCritical 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 46.70 % Downstream Velocity Infinity ft/s POST - J - 100 YR 1/19/2024 2:06:33 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 5.60 in Critical Depth 0.45 ft Channel Slope 0.50000 % Critical Slope 0.00590 ft/ft POST - J - 100 YR 1/19/2024 2:06:33 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 5.66000 % Diameter 15.00 in Discharge 3.73 ft³/s Results Normal Depth 5.03 in Flow Area 0.36 ft² Wetted Perimeter 1.54 ft Hydraulic Radius 2.81 in Top Width 1.18 ft Critical Depth 0.78 ft Percent Full 33.6 % Critical Slope 0.00655 ft/ft Velocity 10.32 ft/s Velocity Head 1.65 ft Specific Energy 2.07 ft Froude Number 3.29 Maximum Discharge 16.53 ft³/s Discharge Full 15.37 ft³/s Slope Full 0.00333 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 33.56 % Downstream Velocity Infinity ft/s POST - K - 100 YR 1/19/2024 2:03:13 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 5.03 in Critical Depth 0.78 ft Channel Slope 5.66000 % Critical Slope 0.00655 ft/ft POST - K - 100 YR 1/19/2024 2:03:13 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00000 % Diameter 8.00 in Discharge 0.30 ft³/s Results Normal Depth 2.72 in Flow Area 0.10 ft² Wetted Perimeter 0.83 ft Hydraulic Radius 1.51 in Top Width 0.63 ft Critical Depth 0.25 ft Percent Full 34.0 % Critical Slope 0.00653 ft/ft Velocity 2.87 ft/s Velocity Head 0.13 ft Specific Energy 0.35 ft Froude Number 1.24 Maximum Discharge 1.30 ft³/s Discharge Full 1.21 ft³/s Slope Full 0.00062 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 33.99 % Downstream Velocity Infinity ft/s POST - L - 100 YR 10/23/2023 4:10:12 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 2.72 in Critical Depth 0.25 ft Channel Slope 1.00000 % Critical Slope 0.00653 ft/ft POST - L - 100 YR 10/23/2023 4:10:12 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page FLOWMASTER CALCULATIONS FOR EXISTING/PROPOSED GRATE INLETS, Q100 Project Description Solve For Spread Input Data Discharge 6.64 ft³/s Gutter Width 4.39 ft Gutter Cross Slope 8.33 % Road Cross Slope 5.49 % Grate Width 2.00 ft Grate Length 3.44 ft Local Depression 0.00 in Local Depression Width 0.00 ft Grate Type P-50 mm (P-1-7/8") Clogging 50.00 % Results Spread 10.19 ft Depth 8.21 in Gutter Depression 0.12 ft Total Depression 0.12 ft Open Grate Area 3.10 ft² Active Grate Weir Length 5.44 ft PRE - GRATE INLET - 3 10/23/2023 4:25:47 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 5.17 ft³/s Gutter Width 4.10 ft Gutter Cross Slope 8.33 % Road Cross Slope 2.95 % Grate Width 2.16 ft Grate Length 3.41 ft Local Depression 0.00 in Local Depression Width 0.00 ft Grate Type P-50 mm (P-1-7/8") Clogging 50.00 % Results Spread 12.91 ft Depth 7.22 in Gutter Depression 0.22 ft Total Depression 0.22 ft Open Grate Area 3.31 ft² Active Grate Weir Length 5.57 ft PRE - GRATE INLET - 4 10/23/2023 4:28:16 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 7.08 ft³/s Gutter Width 4.10 ft Gutter Cross Slope 8.33 % Road Cross Slope 5.49 % Grate Width 2.00 ft Grate Length 3.44 ft Local Depression 0.00 in Local Depression Width 0.00 ft Grate Type P-50 mm (P-1-7/8") Clogging 50.00 % Results Spread 10.78 ft Depth 8.50 in Gutter Depression 0.12 ft Total Depression 0.12 ft Open Grate Area 3.10 ft² Active Grate Weir Length 5.44 ft POST - GRATE INLET - B 10/23/2023 4:34:19 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 0.39 ft³/s Gutter Width 4.10 ft Gutter Cross Slope 8.33 % Road Cross Slope 2.95 % Grate Width 2.16 ft Grate Length 3.41 ft Local Depression 0.00 in Local Depression Width 0.00 ft Grate Type P-50 mm (P-1-7/8") Clogging 50.00 % Results Spread 2.65 ft Depth 2.65 in Gutter Depression 0.22 ft Total Depression 0.22 ft Open Grate Area 3.31 ft² Active Grate Weir Length 5.57 ft POST - GRATE INLET - G 10/23/2023 4:40:38 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 0.72 ft³/s Gutter Width 3.00 ft Gutter Cross Slope 8.33 % Road Cross Slope 2.23 % Grate Width 1.00 ft Grate Length 1.00 ft Local Depression 0.00 in Local Depression Width 0.00 ft Grate Type P-50 mm (P-1-7/8") Clogging 50.00 % Results Spread 5.49 ft Depth 3.66 in Gutter Depression 0.18 ft Total Depression 0.18 ft Open Grate Area 0.45 ft² Active Grate Weir Length 2.00 ft POST - GRATE INLET - I 10/23/2023 4:42:45 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page FLOWMASTER CALCULATIONS FOR EXISTING/PROPOSED CURB INLET, Q100 Project Description Solve For Spread Input Data Discharge 2.54 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 8.33 % Road Cross Slope 3.35 % Curb Opening Length 4.80 ft Opening Height 0.50 ft Curb Throat Type Horizontal Local Depression 0.00 in Local Depression Width 0.00 ft Throat Incline Angle 90.00 degrees Results Spread 8.32 ft Depth 4.24 in Gutter Depression 0.07 ft Total Depression 0.07 ft PRE - CURB INLET - 2 10/23/2023 4:46:15 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 2.29 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 8.33 % Road Cross Slope 3.35 % Curb Opening Length 4.80 ft Opening Height 0.50 ft Curb Throat Type Horizontal Local Depression 0.00 in Local Depression Width 0.00 ft Throat Incline Angle 90.00 degrees Results Spread 7.77 ft Depth 4.02 in Gutter Depression 0.07 ft Total Depression 0.07 ft POST - CURB INLET - 2 10/23/2023 4:48:24 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page AREA B GUTTER SPREAD Project Description Solve For Spread Input Data Channel Slope 1.60000 % Discharge 4.89 ft³/s Gutter Width 3.00 ft Gutter Cross Slope 0.07 ft/ft Road Cross Slope 4.78 % Roughness Coefficient 0.013 Results Spread 5.92 ft Flow Area 0.94 ft² Depth 4.19 in Gutter Depression 0.07 ft Velocity 5.22 ft/s POST - B - GUTTER SPREAD 10/23/2023 4:11:08 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page 15 Appendix D – On-Site Hydrograph for the 100-Year 6-Hour Storm Event Detention Volume and Q100 Orifice Sizing Calculation BLOCK PT(N)PN QN Distribution (min) Adj. Distribution (min)QN QPre-Cons 0 0 0 0 0 0 0.00 11.5 1 0.659 0.659 12.238 240 (4-hr peak) 5 0.28 11.5 2 0.843 0.184 3.414 235 10 0.28 11.5 3 0.973 0.130 2.423 230 15 0.29 11.5 4 1.078 0.105 1.944 245 20 0.29 11.5 5 1.167 0.089 1.650 225 25 0.30 11.5 6 1.245 0.078 1.449 220 30 0.30 11.5 7 1.315 0.070 1.300 250 35 0.30 11.5 8 1.379 0.064 1.185 215 40 0.31 11.5 9 1.438 0.059 1.093 210 45 0.31 11.5 10 1.492 0.055 1.017 255 50 0.32 11.5 11 1.544 0.051 0.954 205 55 0.33 11.5 12 1.592 0.048 0.899 200 60 0.33 11.5 13 1.638 0.046 0.852 260 65 0.34 11.5 14 1.682 0.044 0.811 195 70 0.35 11.5 15 1.723 0.042 0.774 190 75 0.35 11.5 16 1.763 0.040 0.742 265 80 0.36 11.5 17 1.802 0.038 0.712 185 85 0.37 11.5 18 1.839 0.037 0.686 180 90 0.38 11.5 19 1.874 0.036 0.662 270 95 0.38 11.5 20 1.909 0.034 0.640 175 100 0.39 11.5 21 1.942 0.033 0.619 170 105 0.40 11.5 22 1.974 0.032 0.601 275 110 0.41 11.5 23 2.006 0.031 0.583 165 115 0.42 11.5 24 2.036 0.031 0.567 160 120 0.43 11.5 25 2.066 0.030 0.552 280 125 0.44 11.5 26 2.095 0.029 0.538 155 130 0.46 11.5 27 2.123 0.028 0.525 150 135 0.47 11.5 28 2.151 0.028 0.512 285 140 0.49 11.5 29 2.178 0.027 0.501 145 145 0.50 11.5 30 2.204 0.026 0.490 140 150 0.52 11.5 31 2.230 0.026 0.479 290 155 0.54 11.5 32 2.255 0.025 0.469 135 160 0.57 11.5 33 2.280 0.025 0.460 130 165 0.58 11.5 34 2.304 0.024 0.451 295 170 0.62 11.5 35 2.328 0.024 0.443 125 175 0.64 11.5 36 2.352 0.023 0.435 120 180 0.69 11.5 37 2.375 0.023 0.427 300 185 0.71 11.5 38 2.397 0.023 0.419 115 190 0.77 11.5 39 2.419 0.022 0.412 110 195 0.81 11.5 40 2.441 0.022 0.406 305 200 0.90 11.5 41 2.463 0.021 0.399 105 205 0.95 11.5 42 2.484 0.021 0.393 100 210 1.09 11.5 43 2.505 0.021 0.387 310 215 1.19 11.5 44 2.525 0.021 0.381 95 220 1.45 11.5 45 2.545 0.020 0.376 90 225 1.65 11.5 46 2.565 0.020 0.370 315 230 2.42 11.5 47 2.585 0.020 0.365 85 235 3.41 11.5 48 2.604 0.019 0.360 80 240 12.24 11.5 49 2.624 0.019 0.355 320 245 1.94 11.5 50 2.642 0.019 0.351 75 250 1.30 11.5 51 2.661 0.019 0.346 70 255 1.02 11.5 52 2.679 0.018 0.342 325 260 0.85 11.5 53 2.698 0.018 0.338 65 265 0.74 11.5 54 2.716 0.018 0.334 60 270 0.66 11.5 55 2.733 0.018 0.330 330 275 0.60 11.5 56 2.751 0.018 0.326 55 280 0.55 11.5 57 2.768 0.017 0.322 50 285 0.51 11.5 58 2.785 0.017 0.318 335 290 0.48 11.5 59 2.802 0.017 0.315 45 295 0.45 11.5 60 2.819 0.017 0.311 40 300 0.43 11.5 61 2.836 0.017 0.308 340 305 0.41 11.5 62 2.852 0.016 0.305 35 310 0.39 11.5 63 2.868 0.016 0.302 30 315 0.37 11.5 64 2.884 0.016 0.299 345 320 0.36 11.5 65 2.900 0.016 0.296 25 325 0.34 11.5 66 2.916 0.016 0.293 20 330 0.33 11.5 67 2.932 0.016 0.290 350 335 0.32 11.5 68 2.947 0.015 0.287 15 340 0.31 11.5 69 2.962 0.015 0.284 10 345 0.30 11.5 70 2.978 0.015 0.282 355 350 0.29 11.5 71 2.993 0.015 0.279 5 355 0.28 11.5 72 3.008 0.015 0.277 360 360 0.28 11.5 Qn Method Tabulated Data Equation From San Diego County Hydrology Manual Unit 6-2 PT(N)=0.124P6(NTc)0.355 total rainfall for any given block (N) 6-3 PN = PT(N) - PT(N-1) 6-5 QN = 60CAPN/TC cfs Variable Unit P6 2.65 in for 100-year, 6-hr storm event CPost-Cons 0.82 unitless APost-Cons 2.68 ac Tc(Post-Cons)7.1 min Tc(Pre-Cons)7.1 min APre-Cons 2.68 ac IPre-Cons 5.6 in/hr CPre-Cons 0.77 unitless QPre-Cons 11.5 cfs Q100 Storage Volume (cf)Point A Interpolation x y 235 3.414 239.6 11.5 240 12.2 Provided BMP Q100 Area (sf) Point B Interpolation x y 240 12.2 240.3 11.5 Storage Volume Depth (in)245 1.944 Ho 0.042 ft Area of Orifice (sf)Ho 0.51 in 1.369 Dia. of Q100 Orifice (in)Co 0.60 15.85 QundetainedBMP 2.06 (undetained Q100 flow rate at BMP "BF-2") Qpost-pre 0.70 (peak flow delta Post minus Pre conditions) Qdetained 1.36 Pt 2 Pt 3 Orifice Q100 Depth Pt 1 Pt 2 Pt 3 Pt 1 (Area of Hydrograph where Qn exceeds Qpre-Cons)16 (Area of BMP BF-2 where the Q100 volume is detained)370 (reduction flow rate from BMP "BF-2" to match Pre construction conditions of site. Used for orifice sizing) (Depth of Q100 storage volume divided by BMP area)0.51 Flow Rates BF-2 (cfs) Orifice Coefficient 250, 11.5 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 0 50 100 150 200 250 300 350 400 QNFlo w R a t e ( c f s ) Time (min) Kinovate Drainage Area to POC 2 100-Yr Hydrograph QN QPre-Cons 235, 3.41 240, 12.24 245, 1.94 245, 11.5 0 2 4 6 8 10 12 14 225 230 235 240 245 250 255 QNFlo w R a t e ( c f s ) Time (min) Kinovate Drainage Area to POC 2 100-Yr Detention Vol. QN QPre-Cons QN QPre-Cons Point A Point B Amount of Q100 detention using triangle area formula Qn Method Hydrograph I I I I _J I ~ 𝑃100 𝑆𝑟𝑙𝑟𝑎𝑒𝑒 𝑉𝑙𝑙𝑟𝑙𝑒=16 𝑎𝑒 𝑀�ℎ𝑙�ℎ𝑙𝑟𝑙 𝐴𝑟𝑎�ℎ𝑙𝑎𝑎𝑙𝑒 𝑆𝑟𝑒𝑎𝑟𝑙𝑒𝑙𝑟 𝐴𝑟𝑒𝑎 𝑙𝑒 𝐴𝑀𝑃 "𝐴𝐹−2"=370 𝑟𝑒 𝑃100 𝑆𝑟𝑙𝑟𝑎𝑒𝑒 𝐴𝑒𝑙𝑟�=16 𝑎𝑒 370 𝑟𝑒=0.042 𝑒𝑟=0.5 �ℎ𝑙 𝑃100 𝑟𝑛𝑐𝑐𝑟𝑎𝑖𝑛𝑐𝑐 𝑎𝑟 𝐵𝐹−2 =2.06 𝑎𝑒𝑟 𝑃100 𝑟𝑖𝑟𝑐𝑐𝑐𝑙𝑟𝑎=𝑃100 𝑛𝑛𝑟𝑟−𝑐𝑛𝑛𝑟𝑟𝑟𝑟𝑐𝑟𝑖𝑛𝑛−𝑃100 𝑛𝑟𝑐−𝑐𝑛𝑛𝑟𝑟𝑟𝑟𝑐𝑟𝑖𝑛𝑛=12.2 𝑎𝑒𝑟−11.5 𝑎𝑒𝑟= 0.7 𝑎𝑒𝑟 𝑃100 𝑐𝑐𝑟𝑎𝑖𝑛𝑐𝑐= 𝑃100 𝑟𝑛𝑐𝑐𝑟𝑎𝑖𝑛𝑐𝑐 𝑎𝑟 𝐵𝐹−2 −𝑃100 𝑟𝑖𝑟𝑐𝑐𝑐𝑙𝑟𝑎=2.06 𝑎𝑒𝑟−0.7 𝑎𝑒𝑟=1.36 𝑎𝑒𝑟 Single Submerged Orifice Equation 𝐻0 =𝑃100 𝑆𝑟𝑙𝑟𝑎𝑒𝑒 𝐴𝑒𝑙𝑟�=0.042 𝑒𝑟 𝐴0 =0.60 𝑃100 𝑐𝑐𝑟𝑎𝑖𝑛𝑐𝑐=1.36 𝑎𝑒𝑟 Solving for cross-sectional area of flow through the orifice yields: 𝐴0 =1.369 𝑟𝑒 Solving for diameter of orifice: 𝐴𝑄100 𝑛𝑟𝑖𝑐𝑖𝑐𝑐= √4𝐴0 𝜋 𝐴𝑄100 𝑛𝑟𝑖𝑐𝑖𝑐𝑐= √4 ∗1.369 𝑟𝑒 𝜋=1.32 𝑒𝑟=𝟏𝟓.𝟖𝟓 𝒉𝒏𝒄𝒉𝒆𝒔 Q100 Orifice Sizing Calculations Q=C0Aoj2g(Ho) where: Q 100 delained = orifice flow discharge (ft3/s) Co = orifice discharge coefficient Ao = cross-sectional area of flow through the orifice (ft2) g = gravitational acceleration (32.2 ft/s2) Ho = effective head above orifice (ft)