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CUP 2021-0014; VETERANS MEMORIAL PARK; FINAL HYDROLOGY AND HYDRAULIC STUDY FOR VETERANS MEMORIAL PARK; 2025-04-09
…VMP - Hydrology & Hydraulic Report - Final.docx CIVIL ENGINEERING CONSULTING civTEC 999 Corporate Dr., Suite 100 Ladera Ranch, CA 92694 p: 949.463.8822 e: tec@civtec.net FINAL HYDROLOGY & HYDRAULIC REPORT Project: Veterans Memorial Park CIP 4609 GRA2023-0042 CUP2021-0014 DWG 546-1 and DWG 546-1A Owner: City of Carlsbad Date Prepared: April 9, 2025 Prepared By: civTEC 999 Corporate Dr., Suite 100 Ladera Ranch, CA 92694 p: 949.463.8822 e: tec@civtec.net …VMP - Hydrology & Hydraulic Report - Final.docx TABLE OF CONTENTS Page 1.0 PROJECT DESCRIPTION and SUMMARY --------------------------------------------------------------------------------------- 1 Location Map Purpose Study Methodology Project Description Hydrology Summary 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS -------------------------------------------------------------------------------- 8 Existing 2-Year Storm Event Hydrology Proposed 2-Year Storm Event Hydrology Existing 25-Year Storm Event Hydrology Proposed 25-Year Storm Event Hydrology Existing 50-Year Storm Event Hydrology Proposed 50-Year Storm Event Hydrology Existing 100-Year Storm Event Hydrology Proposed 100-Year Storm Event Hydrology Hydraulic Analysis of: Onsite Storm Drain: WSPG Calculations for Proposed 100-Year Storm for Lines A, B, B1, B2, and C Onsite Storm Drain: WSPG Calculations for Proposed 100-Year Storm for Lines into Basins Brow ditch Curb Inlet Catch Basins Basin Overflow Rip-rap 100-Year Storm Documentation of Existing Storm Drain Capacity Under Faraday 3.0 HYDROLOGY MAP ---------------------------------------------------------------------------------------------------------------- 121 Existing and Proposed Hydrology Maps 4.0 BACKUP DOCUMENTATION --------------------------------------------------------------------------------------------------- 122 Soil Group Map - Excerpt from County of San Diego Hydrology Manual Rainfall Isopluvials - Excerpt from County of San Diego Hydrology Manual - Adjustment for P6: Infiltration Report (by Southern California Geotechnical) …VMP - Hydrology & Hydraulic Report - Final.docx page 1 1.0 PROJECT DESCRIPTION and SUMMARY Location Map Purpose The purpose of this report is to provide a Hydrology study and analysis of the 2-year, 25-year, 50- year, and 100-year storm events of the existing and proposed site conditions and to compare the relative flow rates for each storm event. …VMP - Hydrology & Hydraulic Report - Final.docx page 2 1.0 PROJECT DESCRIPTION and SUMMARY Study Methodology To compare the runoff (Q) for the 2, year, 25-year, 50-year, and 100-year storm events, this study presents: 1. Calculations of the storm event runoffs for the existing site and the proposed improvements. 2. Present a summary of the differences in the flow rates between the proposed and existing conditions for each storm event. 3. Provide a summary and any mitigation that may or not be required due to any increase in the flow rates. 4. Performed a hydraulic calculation on the mainlines for the offsite flow for the 100-year storm event. For the hydrology study, the RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE by AES was used. Impervious areas for each subarea were measured (and tabulated in the Hydrology Maps). In the computer program the type of cover that most closely reflects the actual impervious area percentage was chosen for each watershed. The AES program then calculates the runoff coefficient using the formulas in the San Diego County Hydrology Manual. For the hydraulic analysis of the onsite storm drain and brow ditch capacity, Manning’s equation was used assuming non-pressure flow with the Manning Coefficient accounting for losses. For the existing RCP pipe, a Mannings Coefficient of 0.013 was used. The onsite pipe (all oif which is plastic, a Mannings Coefficient of 0.012 was used. Drain inlet and grate capacity was analyzed assuming 50% clogging. Tailwater was considered for the main lines carrying the offsite flow through the site. Soffit control at the outlet was used for control unless HGL information was provided on the as-built plans for the WSPG calculations. The WSPG clacs. also include losses based on the Manning Coefficient and for bends. For the onsite storm drain lines draining into the basins, the basin tailwater (water surface depth of ponding over the overflow grate) was used as downstream control. The basin overflow grate capacity was calculated using either a weir or orifice equation, depending on which governs. For the existing pipes under Faraday tailwater was not a consideration since the grade falls off rather steeply and the pipes are not flowing full. Hydrology Manual Used: • SAN DIEGO HYDROLOGY MANUAL, prepared by the County of San Diego Department of Public Works – Flood Control District, June, 2003 Computer Software Used: • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE, (Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003, 1985, 1981 HYDROLOGY MANUAL), © Copyright 1983-2015 Advanced Engineering Software (aes), Ver. 22.0, Release Date: 07/01/2015 • SDHM – SAN DIEGO HYDROLOGY MODEL, distributed by Clear Creek Solutions, Inc. (for hydromodification management studies) • W S P G W - CIVILDESIGN Version 14.08, Program Package Serial Number: 7184 (for offsite flow pipeline hydraulic grade line calculations) …VMP - Hydrology & Hydraulic Report - Final.docx page 3 1.0 PROJECT DESCRIPTION and SUMMARY Project Description The project site is approximately 93.7 acres of open space at the east corner of Faraday Avenue and Whitman Way. The site is currently unimproved and consists of natural vegetation, some drainage structures, including headwall inlets and outlets and concrete v-ditch, and dirt hiking trails. The proposed project will be a multi-use park with amenities including a bike park, improved trails, restrooms, tot lots, parking lots picnic areas. Most of the improvements for the park will be pervious, included D.G. pedestrian paths, pervious pavers in plaza areas and pervious concrete pavers in the parking stalls. The current site drains via sheet flow with the aid of some concrete v-ditch interception into seven (7) existing headwall or riser inlets. The storm drains connected to these inlets carry the storm runoff under Faraday Ave. and discharge into the existing golf course southwesterly of the project site. There is some offsite drainage going through the parking lot coming from the existing hillside northeasterly of the site. The total watershed contributary to the existing 7 inlets is shown to be approx. 99.4 acres. The proposed site will include atrium drains, curb inlets and catch basins & grates to pick up the surface drainage. The inlets will connect to an underground storm drain system which will direct the runoff to proposed biofiltration (bioretention with an impermeable liner) areas for water quality treatment. The biofiltration (bioretention with an impermeable liner) areas will outlet into the existing inlets. Care was taken so that the contributory watershed areas for each inlet was duplicated as much as feasible in the proposed layout of the storm drain system. The remaining existing offsite runoff will be addressed with inlet structures upslope of the proposed improvements. Since no water quality treatment is required for these existing, unimproved areas, the runoff will be carried underground directly to the existing inlets. Trash Capture requirements do not apply to these areas as this project is not a priority land use – please refer to project SWQMP report. The site is located within the Agua Hedionda Hydrologic Area, within the Carlsbad Watershed, as delineated by the “Final Carlsbad Water Quality Improvement Plan (May 2018 Update) (WQIP)” and as such the runoff ultimately flows in the Agua Hedionda Lagoon and ultimately into the Pacific Ocean. The site location is shown in the San Diego County Hydrology Manual isopluvial maps located in Section 4.0 – Backup Documentation. The site’s soil type is identified as Type D - see Section 4.0 – Backup Documentation. The site’s infiltration rate is 0.0 in/hr, as defined within the “Results of Infiltration Testing” letter dated August 7, 2020 and prepared by Southern California Geotechnical, a copy is included in Section 4.0 – Backup Documentation. …VMP - Hydrology & Hydraulic Report - Final.docx page 4 1.0 PROJECT DESCRIPTION and SUMMARY Hydrology Summary Comparison of Existing to Proposed Conditions The pre- and post-construction 2-year, 25-year, 50-year, and 100-year storm event runoffs are summarized below: Watershed / Outlet Flow Rate (cfs) for Storm Event Existing Condition Flow Rate (cfs) for Storm Event Proposed Condition 2 Year 25 Year 50 Year 100 Year 2 Year 25 Year 50 Year 100 Year A 2.02 3.53 3.87 4.54 1.52 2.68 2.94 3.46 B 1.18 2.06 2.26 2.65 1.67 2.92 3.20 3.75 C 17.98 31.47 34.46 40.46 25.41 44.91 49.26 57.97 D 0.86 1.51 1.65 1.94 0.83 1.45 1.59 1.86 E 34.44 60.27 66.01 77.48 38.79 68.05 74.52 87.54 F 1.19 2.08 2.28 2.68 1.32 2.34 2.57 3.03 G 4.90 5.57 9.38 11.01 4.90 8.57 9.38 11.01 Total 62.57 109.49 120.51 140.76 74.44 130.92 143.46 168.62 Increase N/A N/A N/A N/A +11.87 (19.0%) +21.43 (19.6%) +22.95 (19.0%) +27.86 (19.8%) Unmitigated Flows The unmitigated flows (e.g., not accounting for BMP performance or Hydromodification measures) are as follows: • For the 2-year storm event, the additive runoff total for the existing condition is 62.57 cfs and the additive runoff from the proposed condition is 74.44 cfs. There is an expected increase in runoff due to the proposed improvements of 11.87 cfs or an increase of 19.0%. • For the 25-year storm event, the additive runoff total for the existing condition is 109.49 cfs and the additive runoff from the proposed condition is 130.92 cfs. There is an expected increase in runoff due to the proposed improvements of 21.43 cfs or an increase of 19.6%. • For the 50-year storm event, the additive runoff total for the existing condition is 120.51 cfs and the additive runoff from the proposed condition is 143.46 cfs. There is an expected increase in runoff due to the proposed improvements of 22.95 cfs or an increase of 19.0%. • For the 100-year storm event, the additive runoff total for the existing condition is 140.76 cfs and the additive runoff from the proposed condition is 168.62 cfs. There is an expected increase in runoff due to the proposed improvements of 27.86 cfs or an increase of 19.8%. The proposed improvements will increase the overall runoff due to the proposed impervious surfaces being constructed. Due to the addition of water quality BMPs being proposed (biofiltration - bioretention with an impermeable liner - basins), any negative impact on downstream structures or capacity will be mitigated from the proposed improvements – see discussion below. …VMP - Hydrology & Hydraulic Report - Final.docx page 5 1.0 PROJECT DESCRIPTION and SUMMARY Hydromodification and Best Management Practices (BMPs) A Hydromodification study was completed in the Final SWQMP. Hydromodification is required and the proposed BMP basins are sized accordingly to hold and treat either the required DCV or hydromodification mitigation volume, whichever is greater, to ensure that the storm runoff from the project site does not exceed the existing condition. All DMA BMPs are sized for the DVC and mitigate the increased flow from proposed versus existing. All required BMPs are designed to outlet control (via orifice) to meet hydromodification requirements. Please refer to the output files for the SWMM Model program in the project SWQMP report. Hydraulic Gradle Line Calculations for the offsite flow for the 100-year storm event The 100-year storm event was used to determine the hydraulic grade line in the storm drain lines that carry the offsite flow through the site to ensure adequate capacity is provided. The calculations show that the hydraulic grade line (HGL) for all five lines are below grade with at least 1-foot of freeboard below the ground surface or gutter flow line – see Section 2.0 – Hydrology and Hydraulic Calculations 100-Year Storm Documentation of Existing Storm Drain Capacity Under Faraday The hydraulic capacity for each existing Faraday Avenue storm drain receiving basin outflow from the project site was assessed to determine if the subject Faraday Avenue storm drain systems are adequately sized to safely convey the unattenuated post-developed condition 100-year peak flow rate from each project discharge point to the corresponding outfall along the Agua Hedionda Lagoon shoreline. The post-developed condition 100-year peak flow rates were calculated to reflect the onsite improvements, the onsite undeveloped preservation areas, and the currently undeveloped offsite areas tributary to the property. The attenuative effects of the proposed structural best management practices (BMPs) were neglected. The hydraulic capacity assessment determined that all five existing Faraday Avenue storm drain systems are adequately sized in their present condition to safely convey the unattenuated post-developed condition 100- year peak flow rates from the project site to the existing Agua Hedionda Lagoon outfalls. Therefore, further detention analysis for the onsite BMPs is not necessary due to the adequate capacity of all five existing downstream storm drain systems. The first assessment was to review the City of Carlsbad record drawing (DWG 369-2) to compare the peak flow rate for the subject storm drain segments and to compare against the peak flow rate calculated under this report. The initial comparison assessment was to determine if the post- developed peak flow rates conform with the peak flow rates contemplated by the original design for the Faraday Avenue storm drain systems, and if the proposed, present-day conditions also conform with the conditions presented on the record drawings. The subject storm drain systems were determined to have adequate hydraulic capacity for the proposed condition if: (1) the storm drain profile on the record drawing demonstrates that at least one foot of freeboard is provided to the roadway surface along its entire profile, and (2) the peak flow rate on the record drawing exceeded the peak flow rate calculated in this report. For storm drain segments with varying slopes, the most hydraulically restrictive, mildly sloping segment along the roadway profile was selected for comparison. The results of the first assessment are provided in the table below: …VMP - Hydrology & Hydraulic Report - Final.docx page 6 1.0 PROJECT DESCRIPTION and SUMMARY This Report Record Drawing DWG 369-2 ΔQ100 (cfs) Outlet Q100 (cfs) SD Station Q100 (cfs) Diameter (in) Material Slope (%) Outlet Elevation (NGVD 29) A 3.46 15+30 56.52 30 RCP 2.91 44.67 -53.06 B 3.75 17+31 6.84 18 RCP 4.22 45.32 -3.09 C 57.97 19+06 49.41 30 RCP 4.25 38.89 +8.56 E 87.54 36+33 93.40 36 RCP 3.90 60.48 -5.86 F 3.03 41+00 3.07 18 RCP 2.00 93.08 -0.04 The first assessment demonstrates that four of the five existing storm drain systems (Outlets A, B, E, and F) will receive less flow from the project site than originally contemplated in their design. Per DWG 369-2, by inspection, all five existing storm drain systems flow openly (i.e., without pressure) for the design flow rates denoted on the record drawing. Additionally, all five outlets are not subject to tailwater impacts from Agua Hedionda Lagoon due to the outlets being elevated significantly above the lagoon’s upstream-most 100-year water surface elevation (9.80 feet, NGVD 29). Furthermore, the project proposes to connect to all five existing storm systems by way of new basin flow control structures and directly connected underground storm drain, which will improve upon the existing culvert headwall-type inlets (Outlets A through E) and Type F surface inlet (Outlet F) as shown on the record drawing. Therefore, for Outlets A, B, E, and F, it can be concluded without further evaluation that the existing storm drains are adequately sized in their present condition to safely convey the unattenuated post-developed condition 100-year peak flow rate from the project site to the existing outlet. An additional hydraulic capacity assessment was conducted for Outlet C due to the 10% increase in peak flow rate to the existing 30-inch storm drain segment. The second hydraulic capacity assessment determined if the proposed peak flow rate to the existing storm drain system would exceed the maximum steady-state capacity (i.e., create a pressurized flow condition). The determining calculation was based upon utilized a steady-state assumption (i.e., normal depth open channel flow). The open channel flow assumption is valid as a starting point due to the absence of a tailwater condition at the storm drain outlet (the Outlet C outfall is approximately 30 feet higher than the lagoon water surface elevation per the above table). The subject storm drain system was conservatively determined to have adequate hydraulic capacity for the proposed condition if the existing storm drain remains unpressurized with the increased peak flow rate and reasonably determined to have no impact on the existing outlet if the outlet velocity will remain substantially similar to the velocity shown on the record drawing. The hydraulic calculations were completed using Hydraulic Toolbox 4.4 and are summarized in the table below: …VMP - Hydrology & Hydraulic Report - Final.docx page 7 1.0 PROJECT DESCRIPTION and SUMMARY Outlet Q100 (cfs) V100 (fps) Maximum Capacity (cfs) Additional Capacity (cfs) DWG 369-2 Velocity (fps) ΔV100 (fps) C 57.97 18.55 84.56 26.59 17.95 +0.60 The second assessment demonstrates that the existing Outlet C storm drain system can maintain an unpressurized flow condition along its profile with negligible impact to the system outlet. The peak flow does not create a pressurized flow condition so watertight joints will not be required to be retro-fitted on the existing lines. Therefore, it can be concluded that all five existing Faraday Avenue storm drains are adequately sized in their present condition to safely convey the unattenuated post-developed condition 100-year peak flow rate from the project site to their respective outlets. Supporting references and calculations are provided in Section 2.0. …VMP - Hydrology & Hydraulic Report - Final.docx page 8 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Existing 2-Year Storm Event Hydrology ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1678 Analysis prepared by: civTEC 999 Corporate Dr., Suite 100 Ladera Ranch, CA 92694 ph: 949.463.8822 ************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * EXISTING CONDITION * * 2-YEAR STORM EVENT * ************************************************************************** FILE NAME: VMP_E2.DAT TIME/DATE OF STUDY: 09:08 11/18/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 108.00 DOWNSTREAM ELEVATION(FEET) = 93.00 ELEVATION DIFFERENCE(FEET) = 15.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.11 …VMP - Hydrology & Hydraulic Report - Final.docx page 9 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 1.15 TO NODE 1.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.00 DOWNSTREAM(FEET) = 48.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 525.00 CHANNEL SLOPE = 0.0853 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET/SEC) = 4.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 8.26 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.20 = 625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.287 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 2.02 TC(MIN.) = 8.26 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 115.00 DOWNSTREAM ELEVATION(FEET) = 91.00 ELEVATION DIFFERENCE(FEET) = 24.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 91.00 DOWNSTREAM(FEET) = 49.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 640.00 CHANNEL SLOPE = 0.0652 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET/SEC) = 3.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.20 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.156 …VMP - Hydrology & Hydraulic Report - Final.docx page 10 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 1.18 TC(MIN.) = 9.05 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 268.00 DOWNSTREAM ELEVATION(FEET) = 258.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 45.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 2365.00 CHANNEL SLOPE = 0.0899 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET/SEC) = 4.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.77 Tc(MIN.) = 15.03 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 2465.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.554 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 32.94 SUBAREA RUNOFF(CFS) = 17.92 TOTAL AREA(ACRES) = 33.0 TOTAL RUNOFF(CFS) = 17.98 TC(MIN.) = 15.03 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 200.00 DOWNSTREAM ELEVATION(FEET) = 186.00 ELEVATION DIFFERENCE(FEET) = 14.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 …VMP - Hydrology & Hydraulic Report - Final.docx page 11 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 4.15 TO NODE 1.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 186.00 DOWNSTREAM(FEET) = 94.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.2706 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 7.46 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 1.20 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.442 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 0.86 TC(MIN.) = 7.46 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 309.00 DOWNSTREAM ELEVATION(FEET) = 280.00 ELEVATION DIFFERENCE(FEET) = 29.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 72.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1735.00 CHANNEL SLOPE = 0.1195 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.29 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.10 Tc(MIN.) = 12.36 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.20 = 1835.00 FEET. …VMP - Hydrology & Hydraulic Report - Final.docx page 12 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.763 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 46.45 SUBAREA RUNOFF(CFS) = 28.67 TOTAL AREA(ACRES) = 46.8 TOTAL RUNOFF(CFS) = 28.85 TC(MIN.) = 12.36 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.35 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LIMITED INDUSTRIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 96 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 126.90 DOWNSTREAM ELEVATION(FEET) = 126.10 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.627 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 5.35 TO NODE 5.40 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.82 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 …VMP - Hydrology & Hydraulic Report - Final.docx page 13 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS STREET FLOW TRAVEL TIME(MIN.) = 7.91 Tc(MIN.) = 11.53 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.844 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.713 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 5.63 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 5.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.87 FLOW VELOCITY(FEET/SEC.) = 3.20 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.40 TO NODE 5.50 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 84.00 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.15 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.79 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 11.70 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.50 = 1507.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.50 TO NODE 5.40 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.79 11.70 1.827 4.40 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1507.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 28.85 12.36 1.763 46.75 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.40 = 1835.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 33.10 11.70 1.827 2 34.44 12.36 1.763 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.44 Tc(MIN.) = 12.36 TOTAL AREA(ACRES) = 51.2 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 158.00 …VMP - Hydrology & Hydraulic Report - Final.docx page 14 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS DOWNSTREAM ELEVATION(FEET) = 148.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 6.15 TO NODE 6.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 148.00 DOWNSTREAM(FEET) = 108.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 290.00 CHANNEL SLOPE = 0.1379 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 7.29 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.20 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.480 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 1.19 TC(MIN.) = 7.29 **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 226.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.531 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.13 **************************************************************************** FLOW PROCESS FROM NODE 7.15 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.13 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57 …VMP - Hydrology & Hydraulic Report - Final.docx page 15 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.20 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.951 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 4.79 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 4.90 TC(MIN.) = 10.57 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS …VMP - Hydrology & Hydraulic Report - Final.docx page 16 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Proposed 2-Year Storm Event Hydrology ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1678 Analysis prepared by: civTEC 999 Corporate Dr., Suite 100 Ladera Ranch, CA 92694 ph: 949.463.8822 ************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * PROPOSED CONDITION * * 2-YEAR STORM EVENT * ************************************************************************** FILE NAME: VMP_P2.DAT TIME/DATE OF STUDY: 15:04 11/17/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 26.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 91.80 DOWNSTREAM ELEVATION(FEET) = 82.00 ELEVATION DIFFERENCE(FEET) = 9.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.309 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.721 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.11 …VMP - Hydrology & Hydraulic Report - Final.docx page 17 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 55.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0953 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.562 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.82 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.40 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 6.93 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.41 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 1.52 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 8.53 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 54.70 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.29 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.52 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.98 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.04 = 395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 48.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.94 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.52 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.18 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.20 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 68.30 DOWNSTREAM ELEVATION(FEET) = 65.70 …VMP - Hydrology & Hydraulic Report - Final.docx page 18 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ELEVATION DIFFERENCE(FEET) = 2.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.603 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.37 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.14 **************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.14 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.14 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 2.82 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5513 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 0.54 TC(MIN.) = 2.82 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 97 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7328 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 1.67 TC(MIN.) = 2.82 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 49.30 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.41 …VMP - Hydrology & Hydraulic Report - Final.docx page 19 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.67 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 2.94 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.20 = 235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 268.00 DOWNSTREAM ELEVATION(FEET) = 258.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 87.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1815.00 CHANNEL SLOPE = 0.0939 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET/SEC) = 4.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.58 Tc(MIN.) = 12.85 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1915.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.720 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 18.38 SUBAREA RUNOFF(CFS) = 11.07 TOTAL AREA(ACRES) = 18.5 TOTAL RUNOFF(CFS) = 11.13 TC(MIN.) = 12.85 **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.50 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 715.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.75 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.13 PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 13.71 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET. **************************************************************************** …VMP - Hydrology & Hydraulic Report - Final.docx page 20 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 216.90 DOWNSTREAM ELEVATION(FEET) = 206.00 ELEVATION DIFFERENCE(FEET) = 10.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.23 **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 175.00 CHANNEL SLOPE = 0.0914 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.602 LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.38 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.86 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 6.76 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.30 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.52 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 6.38 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.06 = 275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 187.00 DOWNSTREAM(FEET) = 54.80 FLOW LENGTH(FEET) = 1085.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.32 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.52 PIPE TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 8.70 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.07 = 1360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.07 IS CODE = 81 ---------------------------------------------------------------------------- …VMP - Hydrology & Hydraulic Report - Final.docx page 21 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.211 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4565 SUBAREA AREA(ACRES) = 17.55 SUBAREA RUNOFF(CFS) = 17.85 TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 18.29 TC(MIN.) = 8.70 **************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 52.25 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.29 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.29 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.77 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.29 8.77 2.201 18.12 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.13 13.71 1.649 18.49 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.41 8.77 2.201 2 24.84 13.71 1.649 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.41 Tc(MIN.) = 8.77 TOTAL AREA(ACRES) = 36.6 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 4.01 TO NODE 4.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" …VMP - Hydrology & Hydraulic Report - Final.docx page 22 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 204.00 DOWNSTREAM ELEVATION(FEET) = 178.00 ELEVATION DIFFERENCE(FEET) = 26.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 113.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.2364 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 7.23 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.492 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 0.83 TC(MIN.) = 7.23 **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.30 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.04 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.31 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.20 = 430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.01 TO NODE 5.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 309.00 DOWNSTREAM ELEVATION(FEET) = 280.00 ELEVATION DIFFERENCE(FEET) = 29.00 …VMP - Hydrology & Hydraulic Report - Final.docx page 23 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 5.02 TO NODE 5.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 110.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1140.00 CHANNEL SLOPE = 0.1491 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.29 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 10.27 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.03 = 1240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.987 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 15.58 SUBAREA RUNOFF(CFS) = 10.84 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 11.04 TC(MIN.) = 10.27 **************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 106.80 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.04 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.05 TO NODE 5.06 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 313.00 DOWNSTREAM ELEVATION(FEET) = 285.00 …VMP - Hydrology & Hydraulic Report - Final.docx page 24 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ELEVATION DIFFERENCE(FEET) = 28.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 5.06 TO NODE 5.07 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 285.00 DOWNSTREAM(FEET) = 123.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 1170.00 CHANNEL SLOPE = 0.1378 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.34 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.11 Tc(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.07 = 1270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.974 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 11.86 SUBAREA RUNOFF(CFS) = 8.19 TOTAL AREA(ACRES) = 12.2 TOTAL RUNOFF(CFS) = 8.44 TC(MIN.) = 10.38 **************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 117.30 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.03 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.44 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.44 10.54 1.954 12.22 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.04 10.48 1.962 15.88 …VMP - Hydrology & Hydraulic Report - Final.docx page 25 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.44 10.48 1.962 2 19.45 10.54 1.954 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.45 Tc(MIN.) = 10.54 TOTAL AREA(ACRES) = 28.1 **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.10 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.45 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 11.19 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.09 TO NODE 5.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 247.40 DOWNSTREAM ELEVATION(FEET) = 218.00 ELEVATION DIFFERENCE(FEET) = 29.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.11 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 218.00 DOWNSTREAM(FEET) = 103.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 780.00 CHANNEL SLOPE = 0.1468 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION …VMP - Hydrology & Hydraulic Report - Final.docx page 26 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS CHANNEL FLOW THRU SUBAREA(CFS) = 0.15 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 9.01 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.11 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.163 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.77 SUBAREA RUNOFF(CFS) = 5.88 TOTAL AREA(ACRES) = 7.9 TOTAL RUNOFF(CFS) = 6.00 TC(MIN.) = 9.01 **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.78 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.00 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 9.16 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.13 TO NODE 5.14 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 173.00 DOWNSTREAM ELEVATION(FEET) = 153.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 5.14 TO NODE 5.15 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 153.00 DOWNSTREAM(FEET) = 108.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1894 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION …VMP - Hydrology & Hydraulic Report - Final.docx page 27 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 7.09 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.15 = 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.15 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.523 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 0.53 TC(MIN.) = 7.09 **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.05 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.53 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 7.46 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.53 7.46 2.442 0.60 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.00 9.16 2.140 7.93 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.42 7.46 2.442 2 6.47 9.16 2.140 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.47 Tc(MIN.) = 9.16 TOTAL AREA(ACRES) = 8.5 **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< …VMP - Hydrology & Hydraulic Report - Final.docx page 28 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.41 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.47 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 9.73 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.47 9.73 2.057 8.53 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.45 11.19 1.880 28.10 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.38 9.73 2.057 2 25.36 11.19 1.880 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.36 Tc(MIN.) = 11.19 TOTAL AREA(ACRES) = 36.6 **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.36 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 11.30 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. **************************************************************************** …VMP - Hydrology & Hydraulic Report - Final.docx page 29 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.16 TO NODE 5.17 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00 UPSTREAM ELEVATION(FEET) = 155.00 DOWNSTREAM ELEVATION(FEET) = 129.50 ELEVATION DIFFERENCE(FEET) = 25.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.12 **************************************************************************** FLOW PROCESS FROM NODE 5.17 TO NODE 5.18 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.50 DOWNSTREAM(FEET) = 81.30 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.55 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.12 PIPE TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 7.92 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.18 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.350 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4093 SUBAREA AREA(ACRES) = 10.78 SUBAREA RUNOFF(CFS) = 10.39 TOTAL AREA(ACRES) = 10.9 TOTAL RUNOFF(CFS) = 10.50 TC(MIN.) = 7.92 **************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 78.80 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.64 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 …VMP - Hydrology & Hydraulic Report - Final.docx page 30 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS PIPE-FLOW(CFS) = 10.50 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.01 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.50 8.01 2.332 10.91 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.36 11.30 1.869 36.63 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 28.48 8.01 2.332 2 33.76 11.30 1.869 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.76 Tc(MIN.) = 11.30 TOTAL AREA(ACRES) = 47.5 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.31 TO NODE 5.32 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 95 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 126.90 DOWNSTREAM ELEVATION(FEET) = 126.10 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.063 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** …VMP - Hydrology & Hydraulic Report - Final.docx page 31 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS FLOW PROCESS FROM NODE 5.32 TO NODE 5.33 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 6.95 Tc(MIN.) = 11.02 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.899 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.713 SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 4.92 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 5.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.33 FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.33 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.33 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.23 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.08 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.12 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.08 11.12 1.888 3.75 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA …VMP - Hydrology & Hydraulic Report - Final.docx page 32 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.76 11.30 1.869 47.54 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 38.29 11.12 1.888 2 38.79 11.30 1.869 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.79 Tc(MIN.) = 11.30 TOTAL AREA(ACRES) = 51.3 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 6.01 TO NODE 6.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 UPSTREAM ELEVATION(FEET) = 160.00 DOWNSTREAM ELEVATION(FEET) = 129.50 ELEVATION DIFFERENCE(FEET) = 30.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.16 **************************************************************************** FLOW PROCESS FROM NODE 6.02 TO NODE 6.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.00 DOWNSTREAM(FEET) = 108.30 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.77 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.16 PIPE TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 7.72 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.390 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4026 …VMP - Hydrology & Hydraulic Report - Final.docx page 33 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 1.32 TC(MIN.) = 7.72 **************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.80 DOWNSTREAM(FEET) = 102.50 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.84 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.32 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.77 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.20 = 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.01 TO NODE 7.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 226.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.531 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.13 **************************************************************************** FLOW PROCESS FROM NODE 7.02 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.13 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57 LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.20 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.951 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 4.79 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 4.90 TC(MIN.) = 10.57 ============================================================================ END OF RATIONAL METHOD ANALYSIS …VMP - Hydrology & Hydraulic Report - Final.docx page 34 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Existing 25-Year Storm Event Hydrology ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1678 Analysis prepared by: civTEC 999 Corporate Dr., Suite 100 Ladera Ranch, CA 92694 ph: 949.463.8822 ************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * EXISTING CONDITION * * 25-YEAR STORM EVENT * ************************************************************************** FILE NAME: VMP_E25.DAT TIME/DATE OF STUDY: 14:08 11/17/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 25.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.100 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 26.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 108.00 DOWNSTREAM ELEVATION(FEET) = 93.00 ELEVATION DIFFERENCE(FEET) = 15.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.20 …VMP - Hydrology & Hydraulic Report - Final.docx page 35 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 1.15 TO NODE 1.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.00 DOWNSTREAM(FEET) = 48.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 525.00 CHANNEL SLOPE = 0.0853 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20 FLOW VELOCITY(FEET/SEC) = 4.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 8.26 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.20 = 625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.001 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.36 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 3.53 TC(MIN.) = 8.26 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 115.00 DOWNSTREAM ELEVATION(FEET) = 91.00 ELEVATION DIFFERENCE(FEET) = 24.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 91.00 DOWNSTREAM(FEET) = 49.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 640.00 CHANNEL SLOPE = 0.0652 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.10 FLOW VELOCITY(FEET/SEC) = 3.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.20 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ …VMP - Hydrology & Hydraulic Report - Final.docx page 36 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.773 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 2.06 TC(MIN.) = 9.05 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 268.00 DOWNSTREAM ELEVATION(FEET) = 258.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 45.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 2365.00 CHANNEL SLOPE = 0.0899 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.18 FLOW VELOCITY(FEET/SEC) = 4.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.77 Tc(MIN.) = 15.03 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 2465.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.720 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 32.94 SUBAREA RUNOFF(CFS) = 31.36 TOTAL AREA(ACRES) = 33.0 TOTAL RUNOFF(CFS) = 31.47 TC(MIN.) = 15.03 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 200.00 DOWNSTREAM ELEVATION(FEET) = 186.00 ELEVATION DIFFERENCE(FEET) = 14.00 …VMP - Hydrology & Hydraulic Report - Final.docx page 37 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 4.15 TO NODE 4.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 186.00 DOWNSTREAM(FEET) = 94.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.2706 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.18 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 7.46 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.20 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.274 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 1.51 TC(MIN.) = 7.46 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 309.00 DOWNSTREAM ELEVATION(FEET) = 280.00 ELEVATION DIFFERENCE(FEET) = 29.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 72.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1735.00 CHANNEL SLOPE = 0.1195 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.50 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.10 Tc(MIN.) = 12.36 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.20 = 1835.00 FEET. …VMP - Hydrology & Hydraulic Report - Final.docx page 38 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.086 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 46.45 SUBAREA RUNOFF(CFS) = 50.17 TOTAL AREA(ACRES) = 46.8 TOTAL RUNOFF(CFS) = 50.49 TC(MIN.) = 12.36 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.35 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LIMITED INDUSTRIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 96 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 126.90 DOWNSTREAM ELEVATION(FEET) = 126.10 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.627 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.47 **************************************************************************** FLOW PROCESS FROM NODE 5.35 TO NODE 5.40 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.85 …VMP - Hydrology & Hydraulic Report - Final.docx page 39 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.59 STREET FLOW TRAVEL TIME(MIN.) = 5.74 Tc(MIN.) = 9.37 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.690 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.713 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 11.27 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 11.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 15.64 FLOW VELOCITY(FEET/SEC.) = 4.46 DEPTH*VELOCITY(FT*FT/SEC.) = 2.15 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1325.0 FT WITH ELEVATION-DROP = 30.4 FT, IS 16.9 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 5.40 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.40 TO NODE 5.50 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 84.00 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.88 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.58 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 9.51 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.50 = 1507.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.50 TO NODE 5.40 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.58 9.51 3.655 4.40 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1507.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 50.49 12.36 3.086 46.75 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.40 = 1835.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 50.41 9.51 3.655 2 60.27 12.36 3.086 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.27 Tc(MIN.) = 12.36 TOTAL AREA(ACRES) = 51.2 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 …VMP - Hydrology & Hydraulic Report - Final.docx page 40 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 158.00 DOWNSTREAM ELEVATION(FEET) = 148.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 6.15 TO NODE 6.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 148.00 DOWNSTREAM(FEET) = 108.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 290.00 CHANNEL SLOPE = 0.1379 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 7.29 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.20 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.340 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 2.08 TC(MIN.) = 7.29 **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 226.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.430 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.23 **************************************************************************** FLOW PROCESS FROM NODE 7.15 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION …VMP - Hydrology & Hydraulic Report - Final.docx page 41 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.23 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.20 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.414 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 8.39 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 8.57 TC(MIN.) = 10.57 ============================================================================ END OF RATIONAL METHOD ANALYSIS …VMP - Hydrology & Hydraulic Report - Final.docx page 42 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Proposed 25-Year Storm Event Hydrology ____________________________________________________________________________ ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1678 Analysis prepared by: civTEC 999 Corporate Dr., Suite 100 Ladera Ranch, CA 92694 ph: 949.463.8822 ************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * PROPOSED CONDITION * * 25-YEAR STORM EVENT * ************************************************************************** FILE NAME: VMP_P25.DAT TIME/DATE OF STUDY: 15:03 11/17/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 25.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.100 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 26.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 91.80 DOWNSTREAM ELEVATION(FEET) = 82.00 ELEVATION DIFFERENCE(FEET) = 9.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.309 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.762 SUBAREA RUNOFF(CFS) = 0.20 …VMP - Hydrology & Hydraulic Report - Final.docx page 43 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 55.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0953 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.514 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.39 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 6.86 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.49 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.68 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.52 FLOW VELOCITY(FEET/SEC.) = 9.85 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 54.70 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.68 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.90 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.04 = 395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 48.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.10 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.68 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 7.08 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.20 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 …VMP - Hydrology & Hydraulic Report - Final.docx page 44 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS UPSTREAM ELEVATION(FEET) = 68.30 DOWNSTREAM ELEVATION(FEET) = 65.70 ELEVATION DIFFERENCE(FEET) = 2.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.603 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.37 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.26 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.24 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 2.79 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5513 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 0.95 TC(MIN.) = 2.79 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 97 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7328 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 2.92 TC(MIN.) = 2.79 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 49.30 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.011 …VMP - Hydrology & Hydraulic Report - Final.docx page 45 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.59 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.92 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 2.89 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.20 = 235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 268.00 DOWNSTREAM ELEVATION(FEET) = 258.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 87.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1815.00 CHANNEL SLOPE = 0.0939 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.18 FLOW VELOCITY(FEET/SEC) = 4.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.58 Tc(MIN.) = 12.85 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1915.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.010 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 18.38 SUBAREA RUNOFF(CFS) = 19.37 TOTAL AREA(ACRES) = 18.5 TOTAL RUNOFF(CFS) = 19.48 TC(MIN.) = 12.85 **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.50 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 715.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.48 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 13.60 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET. …VMP - Hydrology & Hydraulic Report - Final.docx page 46 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 216.90 DOWNSTREAM ELEVATION(FEET) = 206.00 ELEVATION DIFFERENCE(FEET) = 10.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 175.00 CHANNEL SLOPE = 0.0914 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.587 LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.94 AVERAGE FLOW DEPTH(FEET) = 0.31 TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.69 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.53 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.92 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 7.55 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.06 = 275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 187.00 DOWNSTREAM(FEET) = 54.80 FLOW LENGTH(FEET) = 1085.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.85 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.92 PIPE TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 8.35 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.07 = 1360.00 FEET. **************************************************************************** …VMP - Hydrology & Hydraulic Report - Final.docx page 47 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS FLOW PROCESS FROM NODE 3.07 TO NODE 3.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.974 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4565 SUBAREA AREA(ACRES) = 17.55 SUBAREA RUNOFF(CFS) = 32.08 TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 32.87 TC(MIN.) = 8.35 **************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 52.25 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.87 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.41 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.87 8.41 3.957 18.12 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.48 13.60 2.901 18.49 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 44.91 8.41 3.957 2 43.58 13.60 2.901 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.91 Tc(MIN.) = 8.41 TOTAL AREA(ACRES) = 36.6 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 4.01 TO NODE 4.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ …VMP - Hydrology & Hydraulic Report - Final.docx page 48 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 204.00 DOWNSTREAM ELEVATION(FEET) = 178.00 ELEVATION DIFFERENCE(FEET) = 26.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 113.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.2364 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.18 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 7.23 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.361 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 1.45 TC(MIN.) = 7.23 **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.30 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.92 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.45 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.30 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.20 = 430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.01 TO NODE 5.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 309.00 …VMP - Hydrology & Hydraulic Report - Final.docx page 49 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS DOWNSTREAM ELEVATION(FEET) = 280.00 ELEVATION DIFFERENCE(FEET) = 29.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 5.02 TO NODE 5.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 110.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1140.00 CHANNEL SLOPE = 0.1491 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.50 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 10.27 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.03 = 1240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.478 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 15.58 SUBAREA RUNOFF(CFS) = 18.96 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 19.33 TC(MIN.) = 10.27 **************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 106.80 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.47 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.33 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 10.46 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.05 TO NODE 5.06 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 …VMP - Hydrology & Hydraulic Report - Final.docx page 50 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS UPSTREAM ELEVATION(FEET) = 313.00 DOWNSTREAM ELEVATION(FEET) = 285.00 ELEVATION DIFFERENCE(FEET) = 28.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 5.06 TO NODE 5.07 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 285.00 DOWNSTREAM(FEET) = 123.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 1170.00 CHANNEL SLOPE = 0.1378 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.60 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.11 Tc(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.07 = 1270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.455 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 11.86 SUBAREA RUNOFF(CFS) = 14.34 TOTAL AREA(ACRES) = 12.2 TOTAL RUNOFF(CFS) = 14.78 TC(MIN.) = 10.38 **************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 117.30 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.33 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.78 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.78 10.52 3.424 12.22 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA …VMP - Hydrology & Hydraulic Report - Final.docx page 51 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.33 10.46 3.438 15.88 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 34.01 10.46 3.438 2 34.03 10.52 3.424 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.03 Tc(MIN.) = 10.52 TOTAL AREA(ACRES) = 28.1 **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.10 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.91 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.03 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 11.07 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.09 TO NODE 5.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 247.40 DOWNSTREAM ELEVATION(FEET) = 218.00 ELEVATION DIFFERENCE(FEET) = 29.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.11 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 218.00 DOWNSTREAM(FEET) = 103.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 780.00 CHANNEL SLOPE = 0.1468 …VMP - Hydrology & Hydraulic Report - Final.docx page 52 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.27 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 9.01 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.11 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.785 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.77 SUBAREA RUNOFF(CFS) = 10.29 TOTAL AREA(ACRES) = 7.9 TOTAL RUNOFF(CFS) = 10.51 TC(MIN.) = 9.01 **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.51 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.14 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.13 TO NODE 5.14 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 173.00 DOWNSTREAM ELEVATION(FEET) = 153.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 5.14 TO NODE 5.15 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 153.00 DOWNSTREAM(FEET) = 108.50 …VMP - Hydrology & Hydraulic Report - Final.docx page 53 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1894 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 7.09 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.15 = 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.15 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 0.93 TC(MIN.) = 7.09 **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.97 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.93 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 7.42 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.93 7.42 4.291 0.60 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.51 9.14 3.750 7.93 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.45 7.42 4.291 2 11.32 9.14 3.750 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.32 Tc(MIN.) = 9.14 TOTAL AREA(ACRES) = 8.5 **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 12 …VMP - Hydrology & Hydraulic Report - Final.docx page 54 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.90 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.32 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 9.63 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.32 9.63 3.624 8.53 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 34.03 11.07 3.314 28.10 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.93 9.63 3.624 2 44.37 11.07 3.314 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.37 Tc(MIN.) = 11.07 TOTAL AREA(ACRES) = 36.6 **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.19 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.37 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.17 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. …VMP - Hydrology & Hydraulic Report - Final.docx page 55 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.16 TO NODE 5.17 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00 UPSTREAM ELEVATION(FEET) = 155.00 DOWNSTREAM ELEVATION(FEET) = 129.50 ELEVATION DIFFERENCE(FEET) = 25.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 5.17 TO NODE 5.18 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.50 DOWNSTREAM(FEET) = 81.30 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.22 PIPE TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 7.66 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.18 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.201 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4093 SUBAREA AREA(ACRES) = 10.78 SUBAREA RUNOFF(CFS) = 18.57 TOTAL AREA(ACRES) = 10.9 TOTAL RUNOFF(CFS) = 18.76 TC(MIN.) = 7.66 **************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 78.80 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.8 INCHES …VMP - Hydrology & Hydraulic Report - Final.docx page 56 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS PIPE-FLOW VELOCITY(FEET/SEC.) = 18.12 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.76 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.75 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.76 7.75 4.172 10.91 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.37 11.17 3.295 36.63 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 49.54 7.75 4.172 2 59.19 11.17 3.295 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 59.19 Tc(MIN.) = 11.17 TOTAL AREA(ACRES) = 47.5 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.31 TO NODE 5.32 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 95 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 126.90 DOWNSTREAM ELEVATION(FEET) = 126.10 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.063 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.45 …VMP - Hydrology & Hydraulic Report - Final.docx page 57 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 5.32 TO NODE 5.33 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30 STREET FLOW TRAVEL TIME(MIN.) = 6.03 Tc(MIN.) = 10.09 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.518 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.713 SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 9.12 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 9.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.56 FLOW VELOCITY(FEET/SEC.) = 4.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.33 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.33 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.85 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.40 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.17 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.40 10.17 3.499 3.75 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET. …VMP - Hydrology & Hydraulic Report - Final.docx page 58 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 59.19 11.17 3.295 47.54 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 63.34 10.17 3.499 2 68.05 11.17 3.295 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 68.05 Tc(MIN.) = 11.17 TOTAL AREA(ACRES) = 51.3 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 6.01 TO NODE 6.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 UPSTREAM ELEVATION(FEET) = 160.00 DOWNSTREAM ELEVATION(FEET) = 129.50 ELEVATION DIFFERENCE(FEET) = 30.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 6.02 TO NODE 6.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.00 DOWNSTREAM(FEET) = 108.30 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.44 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.28 PIPE TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 7.54 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.246 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 …VMP - Hydrology & Hydraulic Report - Final.docx page 59 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS AREA-AVERAGE RUNOFF COEFFICIENT = 0.4026 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.09 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 2.34 TC(MIN.) = 7.54 **************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.80 DOWNSTREAM(FEET) = 102.50 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.51 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.34 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.58 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.20 = 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.01 TO NODE 7.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 226.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.430 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.23 **************************************************************************** FLOW PROCESS FROM NODE 7.02 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.23 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57 LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.20 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.414 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 8.39 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 8.57 TC(MIN.) = 10.57 ============================================================================ END OF RATIONAL METHOD ANALYSIS …VMP - Hydrology & Hydraulic Report - Final.docx page 60 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Existing 50-Year Storm Event Hydrology ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1678 Analysis prepared by: civTEC 999 Corporate Dr., Suite 100 Ladera Ranch, CA 92694 ph: 949.463.8822 ************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * EXISTING CONDITION * * 50-YEAR STORM EVENT * ************************************************************************** FILE NAME: VMP_E50.DAT TIME/DATE OF STUDY: 14:10 11/17/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 26.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 108.00 DOWNSTREAM ELEVATION(FEET) = 93.00 ELEVATION DIFFERENCE(FEET) = 15.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.22 …VMP - Hydrology & Hydraulic Report - Final.docx page 61 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 1.15 TO NODE 1.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.00 DOWNSTREAM(FEET) = 48.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 525.00 CHANNEL SLOPE = 0.0853 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.22 FLOW VELOCITY(FEET/SEC) = 4.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 8.26 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.20 = 625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.383 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 3.87 TC(MIN.) = 8.26 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 115.00 DOWNSTREAM ELEVATION(FEET) = 91.00 ELEVATION DIFFERENCE(FEET) = 24.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 91.00 DOWNSTREAM(FEET) = 49.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 640.00 CHANNEL SLOPE = 0.0652 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET/SEC) = 3.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.20 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.132 …VMP - Hydrology & Hydraulic Report - Final.docx page 62 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.17 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 2.26 TC(MIN.) = 9.05 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 268.00 DOWNSTREAM ELEVATION(FEET) = 258.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 45.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 2365.00 CHANNEL SLOPE = 0.0899 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20 FLOW VELOCITY(FEET/SEC) = 4.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.77 Tc(MIN.) = 15.03 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 2465.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.979 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 32.94 SUBAREA RUNOFF(CFS) = 34.35 TOTAL AREA(ACRES) = 33.0 TOTAL RUNOFF(CFS) = 34.46 TC(MIN.) = 15.03 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 200.00 DOWNSTREAM ELEVATION(FEET) = 186.00 ELEVATION DIFFERENCE(FEET) = 14.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 …VMP - Hydrology & Hydraulic Report - Final.docx page 63 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 4.15 TO NODE 4.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 186.00 DOWNSTREAM(FEET) = 94.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.2706 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 7.46 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.20 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.681 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 1.65 TC(MIN.) = 7.46 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 309.00 DOWNSTREAM ELEVATION(FEET) = 280.00 ELEVATION DIFFERENCE(FEET) = 29.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 72.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1735.00 CHANNEL SLOPE = 0.1195 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.55 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.10 Tc(MIN.) = 12.36 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.20 = 1835.00 FEET. …VMP - Hydrology & Hydraulic Report - Final.docx page 64 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.380 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 46.45 SUBAREA RUNOFF(CFS) = 54.95 TOTAL AREA(ACRES) = 46.8 TOTAL RUNOFF(CFS) = 55.30 TC(MIN.) = 12.36 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.35 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LIMITED INDUSTRIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 96 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 126.90 DOWNSTREAM ELEVATION(FEET) = 126.10 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.627 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 5.35 TO NODE 5.40 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 12.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68 …VMP - Hydrology & Hydraulic Report - Final.docx page 65 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS STREET FLOW TRAVEL TIME(MIN.) = 5.59 Tc(MIN.) = 9.21 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.086 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.713 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 12.47 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 12.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.30 FLOW VELOCITY(FEET/SEC.) = 4.57 DEPTH*VELOCITY(FT*FT/SEC.) = 2.26 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1325.0 FT WITH ELEVATION-DROP = 30.4 FT, IS 18.5 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 5.40 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.40 TO NODE 5.50 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 84.00 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.16 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.82 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.35 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.50 = 1507.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.50 TO NODE 5.40 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.82 9.35 4.047 4.40 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1507.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 55.30 12.36 3.380 46.75 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.40 = 1835.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 54.64 9.35 4.047 2 66.01 12.36 3.380 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 66.01 Tc(MIN.) = 12.36 TOTAL AREA(ACRES) = 51.2 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" …VMP - Hydrology & Hydraulic Report - Final.docx page 66 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 158.00 DOWNSTREAM ELEVATION(FEET) = 148.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 6.15 TO NODE 6.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 148.00 DOWNSTREAM(FEET) = 108.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 290.00 CHANNEL SLOPE = 0.1379 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.22 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 7.29 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.20 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.753 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 2.28 TC(MIN.) = 7.29 **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 226.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.852 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 7.15 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION …VMP - Hydrology & Hydraulic Report - Final.docx page 67 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS CHANNEL FLOW THRU SUBAREA(CFS) = 0.25 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.20 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.739 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 9.19 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 9.38 TC(MIN.) = 10.57 ============================================================================ END OF RATIONAL METHOD ANALYSIS …VMP - Hydrology & Hydraulic Report - Final.docx page 68 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Proposed 50-Year Storm Event Hydrology ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1678 Analysis prepared by: civTEC 999 Corporate Dr., Suite 100 Ladera Ranch, CA 92694 ph: 949.463.8822 ************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * PROPOSED CONDITION * * 50-YEAR STORM EVENT * ************************************************************************** FILE NAME: VMP_P50.DAT TIME/DATE OF STUDY: 15:00 11/17/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 26.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 91.80 DOWNSTREAM ELEVATION(FEET) = 82.00 ELEVATION DIFFERENCE(FEET) = 9.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.309 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.216 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.22 …VMP - Hydrology & Hydraulic Report - Final.docx page 69 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 55.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0953 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.955 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.79 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 6.83 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.74 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.94 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 10.14 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 54.70 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.42 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.94 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.88 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.04 = 395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 48.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.26 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.94 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 7.05 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.20 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 68.30 DOWNSTREAM ELEVATION(FEET) = 65.70 …VMP - Hydrology & Hydraulic Report - Final.docx page 70 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ELEVATION DIFFERENCE(FEET) = 2.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.603 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.37 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.52 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.26 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 2.78 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5513 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.04 TC(MIN.) = 2.78 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 97 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7328 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 3.20 TC(MIN.) = 2.78 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 49.30 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.75 …VMP - Hydrology & Hydraulic Report - Final.docx page 71 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.20 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 2.88 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.20 = 235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 268.00 DOWNSTREAM ELEVATION(FEET) = 258.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 87.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1815.00 CHANNEL SLOPE = 0.0939 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20 FLOW VELOCITY(FEET/SEC) = 4.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.58 Tc(MIN.) = 12.85 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1915.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.297 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 18.38 SUBAREA RUNOFF(CFS) = 21.21 TOTAL AREA(ACRES) = 18.5 TOTAL RUNOFF(CFS) = 21.34 TC(MIN.) = 12.85 **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.50 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 715.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.02 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.34 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 13.59 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET. **************************************************************************** …VMP - Hydrology & Hydraulic Report - Final.docx page 72 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 216.90 DOWNSTREAM ELEVATION(FEET) = 206.00 ELEVATION DIFFERENCE(FEET) = 10.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.44 **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 175.00 CHANNEL SLOPE = 0.0914 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.025 LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.73 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.99 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.68 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.58 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.00 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 7.59 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.06 = 275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 187.00 DOWNSTREAM(FEET) = 54.80 FLOW LENGTH(FEET) = 1085.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.16 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.00 PIPE TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 8.30 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.07 = 1360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.07 IS CODE = 81 ---------------------------------------------------------------------------- …VMP - Hydrology & Hydraulic Report - Final.docx page 73 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.369 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4565 SUBAREA AREA(ACRES) = 17.55 SUBAREA RUNOFF(CFS) = 35.27 TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 36.14 TC(MIN.) = 8.30 **************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 52.25 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.14 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.36 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 36.14 8.36 4.351 18.12 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.34 13.59 3.180 18.49 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 49.26 8.36 4.351 2 47.75 13.59 3.180 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.26 Tc(MIN.) = 8.36 TOTAL AREA(ACRES) = 36.6 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 4.01 TO NODE 4.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" …VMP - Hydrology & Hydraulic Report - Final.docx page 74 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 204.00 DOWNSTREAM ELEVATION(FEET) = 178.00 ELEVATION DIFFERENCE(FEET) = 26.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 113.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.2364 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 7.23 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.776 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 1.59 TC(MIN.) = 7.23 **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.30 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.27 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.59 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 7.30 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.20 = 430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.01 TO NODE 5.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 309.00 DOWNSTREAM ELEVATION(FEET) = 280.00 ELEVATION DIFFERENCE(FEET) = 29.00 …VMP - Hydrology & Hydraulic Report - Final.docx page 75 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 5.02 TO NODE 5.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 110.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1140.00 CHANNEL SLOPE = 0.1491 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.55 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 10.27 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.03 = 1240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.809 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 15.58 SUBAREA RUNOFF(CFS) = 20.77 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 21.17 TC(MIN.) = 10.27 **************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 106.80 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.95 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.17 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 10.45 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.05 TO NODE 5.06 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 313.00 DOWNSTREAM ELEVATION(FEET) = 285.00 …VMP - Hydrology & Hydraulic Report - Final.docx page 76 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ELEVATION DIFFERENCE(FEET) = 28.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.66 **************************************************************************** FLOW PROCESS FROM NODE 5.06 TO NODE 5.07 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 285.00 DOWNSTREAM(FEET) = 123.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 1170.00 CHANNEL SLOPE = 0.1378 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.66 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.11 Tc(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.07 = 1270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.784 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 11.86 SUBAREA RUNOFF(CFS) = 15.71 TOTAL AREA(ACRES) = 12.2 TOTAL RUNOFF(CFS) = 16.18 TC(MIN.) = 10.38 **************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 117.30 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.61 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.18 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.18 10.52 3.751 12.22 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.17 10.45 3.767 15.88 …VMP - Hydrology & Hydraulic Report - Final.docx page 77 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 37.24 10.45 3.767 2 37.26 10.52 3.751 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.26 Tc(MIN.) = 10.52 TOTAL AREA(ACRES) = 28.1 **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.10 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.12 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.26 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 11.06 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.09 TO NODE 5.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 247.40 DOWNSTREAM ELEVATION(FEET) = 218.00 ELEVATION DIFFERENCE(FEET) = 29.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.11 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 218.00 DOWNSTREAM(FEET) = 103.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 780.00 CHANNEL SLOPE = 0.1468 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION …VMP - Hydrology & Hydraulic Report - Final.docx page 78 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS CHANNEL FLOW THRU SUBAREA(CFS) = 0.29 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 9.01 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.11 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.146 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.77 SUBAREA RUNOFF(CFS) = 11.27 TOTAL AREA(ACRES) = 7.9 TOTAL RUNOFF(CFS) = 11.51 TC(MIN.) = 9.01 **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.51 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.14 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.13 TO NODE 5.14 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 173.00 DOWNSTREAM ELEVATION(FEET) = 153.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 5.14 TO NODE 5.15 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 153.00 DOWNSTREAM(FEET) = 108.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1894 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION …VMP - Hydrology & Hydraulic Report - Final.docx page 79 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.22 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 7.09 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.15 = 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.15 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.837 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 1.02 TC(MIN.) = 7.09 **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.06 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.02 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 7.41 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.02 7.41 4.701 0.60 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.51 9.14 4.108 7.93 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.35 7.41 4.701 2 12.39 9.14 4.108 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.39 Tc(MIN.) = 9.14 TOTAL AREA(ACRES) = 8.5 **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< …VMP - Hydrology & Hydraulic Report - Final.docx page 80 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.39 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 9.61 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.39 9.61 3.977 8.53 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 37.26 11.06 3.632 28.10 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 44.76 9.61 3.977 2 48.58 11.06 3.632 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 48.58 Tc(MIN.) = 11.06 TOTAL AREA(ACRES) = 36.6 **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.60 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.58 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.15 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. **************************************************************************** …VMP - Hydrology & Hydraulic Report - Final.docx page 81 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.16 TO NODE 5.17 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00 UPSTREAM ELEVATION(FEET) = 155.00 DOWNSTREAM ELEVATION(FEET) = 129.50 ELEVATION DIFFERENCE(FEET) = 25.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 5.17 TO NODE 5.18 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.50 DOWNSTREAM(FEET) = 81.30 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.80 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.24 PIPE TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 7.61 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.18 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.620 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4093 SUBAREA AREA(ACRES) = 10.78 SUBAREA RUNOFF(CFS) = 20.42 TOTAL AREA(ACRES) = 10.9 TOTAL RUNOFF(CFS) = 20.63 TC(MIN.) = 7.61 **************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 78.80 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 …VMP - Hydrology & Hydraulic Report - Final.docx page 82 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS PIPE-FLOW(CFS) = 20.63 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.69 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.63 7.69 4.589 10.91 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 48.58 11.15 3.612 36.63 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 54.14 7.69 4.589 2 64.81 11.15 3.612 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.81 Tc(MIN.) = 11.15 TOTAL AREA(ACRES) = 47.5 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.31 TO NODE 5.32 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 95 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 126.90 DOWNSTREAM ELEVATION(FEET) = 126.10 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.063 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** …VMP - Hydrology & Hydraulic Report - Final.docx page 83 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS FLOW PROCESS FROM NODE 5.32 TO NODE 5.33 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.37 STREET FLOW TRAVEL TIME(MIN.) = 5.86 Tc(MIN.) = 9.93 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.894 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.713 SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 10.09 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 10.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.12 FLOW VELOCITY(FEET/SEC.) = 4.33 DEPTH*VELOCITY(FT*FT/SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.33 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.33 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.14 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.41 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.01 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.41 10.01 3.873 3.75 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA …VMP - Hydrology & Hydraulic Report - Final.docx page 84 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 64.81 11.15 3.612 47.54 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 68.57 10.01 3.873 2 74.52 11.15 3.612 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 74.52 Tc(MIN.) = 11.15 TOTAL AREA(ACRES) = 51.3 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 6.01 TO NODE 6.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 UPSTREAM ELEVATION(FEET) = 160.00 DOWNSTREAM ELEVATION(FEET) = 129.50 ELEVATION DIFFERENCE(FEET) = 30.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 6.02 TO NODE 6.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.00 DOWNSTREAM(FEET) = 108.30 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.55 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.31 PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 7.51 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.660 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4026 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.29 …VMP - Hydrology & Hydraulic Report - Final.docx page 85 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 2.57 TC(MIN.) = 7.51 **************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.80 DOWNSTREAM(FEET) = 102.50 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.80 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.57 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.56 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.20 = 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.01 TO NODE 7.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 226.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.852 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 7.02 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.25 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57 LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.20 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.739 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 9.19 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 9.38 TC(MIN.) = 10.57 ============================================================================ END OF RATIONAL METHOD ANALYSIS …VMP - Hydrology & Hydraulic Report - Final.docx page 86 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Existing 100-Year Storm Event Hydrology ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1678 Analysis prepared by: civTEC 999 Corporate Dr., Suite 100 Ladera Ranch, CA 92694 ph: 949.463.8822 ************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * EXISTING CONDITION * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: VMP_E100.DAT TIME/DATE OF STUDY: 12:00 11/17/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 26.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 …VMP - Hydrology & Hydraulic Report - Final.docx page 87 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 108.00 DOWNSTREAM ELEVATION(FEET) = 93.00 ELEVATION DIFFERENCE(FEET) = 15.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 1.15 TO NODE 1.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.00 DOWNSTREAM(FEET) = 48.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 525.00 CHANNEL SLOPE = 0.0853 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.26 FLOW VELOCITY(FEET/SEC) = 4.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 8.26 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.20 = 625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.145 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.32 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 4.54 TC(MIN.) = 8.26 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 115.00 DOWNSTREAM ELEVATION(FEET) = 91.00 ELEVATION DIFFERENCE(FEET) = 24.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.13 **************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.20 IS CODE = 52 ---------------------------------------------------------------------------- …VMP - Hydrology & Hydraulic Report - Final.docx page 88 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 91.00 DOWNSTREAM(FEET) = 49.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 640.00 CHANNEL SLOPE = 0.0652 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.13 FLOW VELOCITY(FEET/SEC) = 3.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.20 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.851 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.55 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 2.65 TC(MIN.) = 9.05 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 268.00 DOWNSTREAM ELEVATION(FEET) = 258.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 45.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 2365.00 CHANNEL SLOPE = 0.0899 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.24 FLOW VELOCITY(FEET/SEC) = 4.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.77 Tc(MIN.) = 15.03 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 2465.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 …VMP - Hydrology & Hydraulic Report - Final.docx page 89 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.497 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 32.94 SUBAREA RUNOFF(CFS) = 40.32 TOTAL AREA(ACRES) = 33.0 TOTAL RUNOFF(CFS) = 40.46 TC(MIN.) = 15.03 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 200.00 DOWNSTREAM ELEVATION(FEET) = 186.00 ELEVATION DIFFERENCE(FEET) = 14.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 4.15 TO NODE 4.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 186.00 DOWNSTREAM(FEET) = 94.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.2706 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.24 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 7.46 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.20 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.495 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.73 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 1.94 TC(MIN.) = 7.46 …VMP - Hydrology & Hydraulic Report - Final.docx page 90 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 309.00 DOWNSTREAM ELEVATION(FEET) = 280.00 ELEVATION DIFFERENCE(FEET) = 29.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 72.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1735.00 CHANNEL SLOPE = 0.1195 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.65 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.10 Tc(MIN.) = 12.36 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.20 = 1835.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.968 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 46.45 SUBAREA RUNOFF(CFS) = 64.50 TOTAL AREA(ACRES) = 46.8 TOTAL RUNOFF(CFS) = 64.92 TC(MIN.) = 12.36 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.35 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LIMITED INDUSTRIAL RUNOFF COEFFICIENT = .8500 …VMP - Hydrology & Hydraulic Report - Final.docx page 91 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 96 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 126.90 DOWNSTREAM ELEVATION(FEET) = 126.10 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.627 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 5.35 TO NODE 5.40 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 13.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.81 STREET FLOW TRAVEL TIME(MIN.) = 5.40 Tc(MIN.) = 9.02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.861 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.713 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 14.84 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 15.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.44 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY(FT*FT/SEC.) = 2.45 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1325.0 FT WITH ELEVATION-DROP = 30.4 FT, IS 21.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 5.40 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1425.00 FEET. **************************************************************************** …VMP - Hydrology & Hydraulic Report - Final.docx page 92 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS FLOW PROCESS FROM NODE 5.40 TO NODE 5.50 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 84.00 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.63 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.25 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.15 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.50 = 1507.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.50 TO NODE 5.40 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.25 9.15 4.817 4.40 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1507.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 64.92 12.36 3.968 46.75 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.40 = 1835.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 63.31 9.15 4.817 2 77.48 12.36 3.968 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 77.48 Tc(MIN.) = 12.36 TOTAL AREA(ACRES) = 51.2 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 158.00 DOWNSTREAM ELEVATION(FEET) = 148.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.26 …VMP - Hydrology & Hydraulic Report - Final.docx page 93 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 6.15 TO NODE 6.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 148.00 DOWNSTREAM(FEET) = 108.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 290.00 CHANNEL SLOPE = 0.1379 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.26 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 7.29 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.20 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.580 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 2.68 TC(MIN.) = 7.29 **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 226.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.696 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 7.15 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.30 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) …VMP - Hydrology & Hydraulic Report - Final.docx page 94 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.20 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.389 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 10.78 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 11.01 TC(MIN.) = 10.57 ============================================================================ END OF RATIONAL METHOD ANALYSIS …VMP - Hydrology & Hydraulic Report - Final.docx page 95 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Proposed 100-Year Storm Event Hydrology ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1678 Analysis prepared by: civTEC 999 Corporate Dr., Suite 100 Ladera Ranch, CA 92694 ph: 949.463.8822 ************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * PROPOSED CONDITION * * 100-YEAR STORM EVENT * ************************************************************************** FILE NAME: VMP_P100.DAT TIME/DATE OF STUDY: 14:50 11/17/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 26.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 91.80 DOWNSTREAM ELEVATION(FEET) = 82.00 ELEVATION DIFFERENCE(FEET) = 9.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.309 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.123 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.26 …VMP - Hydrology & Hydraulic Report - Final.docx page 96 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 55.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0953 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.824 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.86 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.00 AVERAGE FLOW DEPTH(FEET) = 0.45 TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 6.82 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.21 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.46 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.58 FLOW VELOCITY(FEET/SEC.) = 10.46 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 54.70 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.71 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.46 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.86 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.04 = 395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 48.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.48 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.46 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 7.03 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.20 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 68.30 DOWNSTREAM ELEVATION(FEET) = 65.70 …VMP - Hydrology & Hydraulic Report - Final.docx page 97 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ELEVATION DIFFERENCE(FEET) = 2.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.603 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.37 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.75 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.31 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 2.78 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5513 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.22 TC(MIN.) = 2.78 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 97 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7328 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 2.54 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 3.75 TC(MIN.) = 2.78 **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 49.30 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.92 …VMP - Hydrology & Hydraulic Report - Final.docx page 98 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.75 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 2.88 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.20 = 235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 268.00 DOWNSTREAM ELEVATION(FEET) = 258.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 87.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1815.00 CHANNEL SLOPE = 0.0939 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.24 FLOW VELOCITY(FEET/SEC) = 4.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.58 Tc(MIN.) = 12.85 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1915.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.871 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 18.38 SUBAREA RUNOFF(CFS) = 24.90 TOTAL AREA(ACRES) = 18.5 TOTAL RUNOFF(CFS) = 25.05 TC(MIN.) = 12.85 **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.50 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 715.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.05 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 13.58 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET. **************************************************************************** …VMP - Hydrology & Hydraulic Report - Final.docx page 99 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 216.90 DOWNSTREAM ELEVATION(FEET) = 206.00 ELEVATION DIFFERENCE(FEET) = 10.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 175.00 CHANNEL SLOPE = 0.0914 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.912 LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.86 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.40 AVERAGE FLOW DEPTH(FEET) = 0.34 TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 6.66 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.68 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.18 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 7.91 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.06 = 275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 187.00 DOWNSTREAM(FEET) = 54.80 FLOW LENGTH(FEET) = 1085.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.63 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 8.22 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.07 = 1360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.07 IS CODE = 81 ---------------------------------------------------------------------------- …VMP - Hydrology & Hydraulic Report - Final.docx page 100 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.164 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4565 SUBAREA AREA(ACRES) = 17.55 SUBAREA RUNOFF(CFS) = 41.69 TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 42.72 TC(MIN.) = 8.22 **************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 52.25 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.18 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.72 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.26 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 42.72 8.26 5.144 18.12 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.05 13.58 3.735 18.49 LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 57.97 8.26 5.144 2 56.06 13.58 3.735 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 57.97 Tc(MIN.) = 8.26 TOTAL AREA(ACRES) = 36.6 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 4.01 TO NODE 4.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" …VMP - Hydrology & Hydraulic Report - Final.docx page 101 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 204.00 DOWNSTREAM ELEVATION(FEET) = 178.00 ELEVATION DIFFERENCE(FEET) = 26.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 113.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.2364 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.24 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 7.23 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.606 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 1.86 TC(MIN.) = 7.23 **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.30 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.76 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.86 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 7.29 LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.20 = 430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.01 TO NODE 5.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 309.00 DOWNSTREAM ELEVATION(FEET) = 280.00 ELEVATION DIFFERENCE(FEET) = 29.00 …VMP - Hydrology & Hydraulic Report - Final.docx page 102 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 5.02 TO NODE 5.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 110.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1140.00 CHANNEL SLOPE = 0.1491 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.65 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 10.27 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.03 = 1240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.471 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 15.58 SUBAREA RUNOFF(CFS) = 24.38 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 24.85 TC(MIN.) = 10.27 **************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 106.80 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.24 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.85 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.44 LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.05 TO NODE 5.06 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 313.00 DOWNSTREAM ELEVATION(FEET) = 285.00 …VMP - Hydrology & Hydraulic Report - Final.docx page 103 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ELEVATION DIFFERENCE(FEET) = 28.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.77 **************************************************************************** FLOW PROCESS FROM NODE 5.06 TO NODE 5.07 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 285.00 DOWNSTREAM(FEET) = 123.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 1170.00 CHANNEL SLOPE = 0.1378 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.77 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.11 Tc(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.07 = 1270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.442 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 11.86 SUBAREA RUNOFF(CFS) = 18.44 TOTAL AREA(ACRES) = 12.2 TOTAL RUNOFF(CFS) = 19.00 TC(MIN.) = 10.38 **************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 117.30 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.92 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.00 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.00 10.52 4.404 12.22 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.85 10.44 4.424 15.88 …VMP - Hydrology & Hydraulic Report - Final.docx page 104 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 43.71 10.44 4.424 2 43.73 10.52 4.404 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.73 Tc(MIN.) = 10.52 TOTAL AREA(ACRES) = 28.1 **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.10 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.94 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.73 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 11.03 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.09 TO NODE 5.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 247.40 DOWNSTREAM ELEVATION(FEET) = 218.00 ELEVATION DIFFERENCE(FEET) = 29.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.11 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 218.00 DOWNSTREAM(FEET) = 103.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 780.00 CHANNEL SLOPE = 0.1468 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION …VMP - Hydrology & Hydraulic Report - Final.docx page 105 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS CHANNEL FLOW THRU SUBAREA(CFS) = 0.34 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 9.01 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.11 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.867 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.77 SUBAREA RUNOFF(CFS) = 13.23 TOTAL AREA(ACRES) = 7.9 TOTAL RUNOFF(CFS) = 13.51 TC(MIN.) = 9.01 **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.51 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.13 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.13 TO NODE 5.14 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 173.00 DOWNSTREAM ELEVATION(FEET) = 153.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 5.14 TO NODE 5.15 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 153.00 DOWNSTREAM(FEET) = 108.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1894 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION …VMP - Hydrology & Hydraulic Report - Final.docx page 106 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.26 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 7.09 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.15 = 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.15 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.678 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 1.19 TC(MIN.) = 7.09 **************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.22 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.19 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.19 7.40 5.522 0.60 LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.51 9.13 4.823 7.93 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.14 7.40 5.522 2 14.55 9.13 4.823 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.55 Tc(MIN.) = 9.13 TOTAL AREA(ACRES) = 8.5 **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< …VMP - Hydrology & Hydraulic Report - Final.docx page 107 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.55 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 9.59 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.55 9.59 4.674 8.53 LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 43.73 11.03 4.271 28.10 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 52.57 9.59 4.674 2 57.03 11.03 4.271 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 57.03 Tc(MIN.) = 11.03 TOTAL AREA(ACRES) = 36.6 **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 28.03 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.03 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.12 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. **************************************************************************** …VMP - Hydrology & Hydraulic Report - Final.docx page 108 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.16 TO NODE 5.17 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00 UPSTREAM ELEVATION(FEET) = 155.00 DOWNSTREAM ELEVATION(FEET) = 129.50 ELEVATION DIFFERENCE(FEET) = 25.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 5.17 TO NODE 5.18 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.50 DOWNSTREAM(FEET) = 81.30 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000 DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.01 ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.28 PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 7.57 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.18 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.442 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4093 SUBAREA AREA(ACRES) = 10.78 SUBAREA RUNOFF(CFS) = 24.05 TOTAL AREA(ACRES) = 10.9 TOTAL RUNOFF(CFS) = 24.30 TC(MIN.) = 7.57 **************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 78.80 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 …VMP - Hydrology & Hydraulic Report - Final.docx page 109 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS PIPE-FLOW(CFS) = 24.30 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.65 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.30 7.65 5.407 10.91 LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 57.03 11.12 4.248 36.63 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 63.54 7.65 5.407 2 76.12 11.12 4.248 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 76.12 Tc(MIN.) = 11.12 TOTAL AREA(ACRES) = 47.5 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 5.31 TO NODE 5.32 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 95 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 126.90 DOWNSTREAM ELEVATION(FEET) = 126.10 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.063 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.58 **************************************************************************** …VMP - Hydrology & Hydraulic Report - Final.docx page 110 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS FLOW PROCESS FROM NODE 5.32 TO NODE 5.33 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 5.65 Tc(MIN.) = 9.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.635 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.713 SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 12.01 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 12.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.20 FLOW VELOCITY(FEET/SEC.) = 4.52 DEPTH*VELOCITY(FT*FT/SEC.) = 2.04 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1325.0 FT WITH ELEVATION-DROP = 30.4 FT, IS 18.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 5.33 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.33 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.33 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.24 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.39 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.79 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.39 9.79 4.611 3.75 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET. …VMP - Hydrology & Hydraulic Report - Final.docx page 111 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 76.12 11.12 4.248 47.54 LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 79.43 9.79 4.611 2 87.54 11.12 4.248 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 87.54 Tc(MIN.) = 11.12 TOTAL AREA(ACRES) = 51.3 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 6.01 TO NODE 6.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 UPSTREAM ELEVATION(FEET) = 160.00 DOWNSTREAM ELEVATION(FEET) = 129.50 ELEVATION DIFFERENCE(FEET) = 30.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 6.02 TO NODE 6.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.00 DOWNSTREAM(FEET) = 108.30 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.37 PIPE TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 7.46 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.496 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" …VMP - Hydrology & Hydraulic Report - Final.docx page 112 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4026 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.70 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 3.03 TC(MIN.) = 7.46 **************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.80 DOWNSTREAM(FEET) = 102.50 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.36 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.03 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.20 = 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.01 TO NODE 7.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 226.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.696 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 7.02 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.30 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57 LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.20 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.389 OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 10.78 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 11.01 TC(MIN.) = 10.57 ============================================================================ …VMP - Hydrology & Hydraulic Report - Final.docx page 113 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS END OF RATIONAL METHOD ANALYSIS …VMP - Hydrology & Hydraulic Report - Final.docx page 114 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Hydraulic Analysis of: Onsite Storm Drains: WSPG Calculations for Proposed 100-Year Storm for Lines A, B, B1, B2, and C ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Line A.wsx Computed 11/18/24 07:33:48 TITLE INFORMATION ************************************* WATER SURFACE ELEVATION 0 LINE A JN 101.176 WARNING SUMMARY ************************************* WARNING 25: Link type element No 2 has different invert elevation than its upstream node. WARNING 25: Link type element No 4 has different invert elevation than its upstream node. RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "No 1" Outlet 102.00 46.50 0.00 *47.597 1.097 25.05 1 18.09 5.08 52.68 0.000 1.487 0.000 0.00000 0.000 Circular Pipe "i.p." 209.92 52.07 0.00 *53.149 1.080 25.05 1 18.39 5.25 58.40 0.000 1.487 3.221 0.05160 1.101 Circular Pipe "i.p." 294.45 56.43 0.00 *57.464 1.034 25.05 1 19.28 5.77 63.24 0.000 1.487 3.513 0.05160 1.101 Circular Pipe "No 2" Reach 336.71 58.61 0.00 *59.601 0.991 25.05 1 20.22 6.35 65.95 0.000 1.487 3.817 0.05160 1.101 Circular Pipe "No 3" Junction 340.71 58.94 0.00 *59.918 0.978 25.05 1 20.54 6.55 66.47 0.000 1.487 0.000 0.08250 0.000 Circular Pipe "i.p." 373.73 61.63 0.00 *62.645 1.013 25.05 1 19.73 6.04 68.69 0.000 1.487 3.656 0.08151 0.931 Circular Pipe "i.p." 397.70 63.59 0.00 *64.643 1.058 25.05 1 18.81 5.49 70.14 0.000 1.487 3.359 0.08151 0.931 Circular Pipe "i.p." 414.09 64.92 0.00 *66.027 1.106 25.05 1 17.93 4.99 71.02 0.000 1.487 3.072 0.08151 0.931 Circular Pipe "i.p." 426.20 65.91 0.00 *67.067 1.159 25.05 1 17.10 4.54 71.61 0.000 1.487 2.792 0.08151 0.931 Circular Pipe "No 4" Reach 435.54 66.67 0.00 *67.888 1.218 25.05 1 16.30 4.13 72.01 0.000 1.487 2.510 0.08151 0.931 Circular Pipe "No 5" Junction 439.54 67.00 0.00 *68.222 1.222 25.05 1 16.25 4.10 72.32 0.000 1.487 0.000 0.08250 0.000 Circular Pipe "i.p." 538.39 71.07 0.00 *72.291 1.222 25.05 1 16.25 4.10 76.39 0.000 1.487 2.490 0.04116 1.222 Circular Pipe "i.p." 712.59 78.24 0.00 *79.518 1.278 25.05 1 15.62 3.79 83.31 0.000 1.487 2.244 0.04116 1.222 Circular Pipe "i.p." 775.29 80.82 0.00 *82.179 1.358 25.05 1 14.89 3.44 85.62 0.000 1.487 1.896 0.04116 1.222 Circular Pipe "Link6" Reach 816.08 82.50 0.00 *83.986 1.486 25.05 1 14.20 3.13 87.12 0.000 1.487 1.020 0.04116 1.222 Circular Pipe "No 8" Headwrk 816.08 82.50 0.00 *83.987 1.487 25.05 1 14.20 3.13 87.12 0.000 1.487 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Line B.wsx Computed 11/18/24 07:27:19 TITLE INFORMATION ************************************* WATER SURFACE ELEVATION 0 LINE B JN 101.176 WARNING SUMMARY ************************************* WARNING 25: Link type element Link6 has different invert elevation than its upstream node. WARNING 25: Link type element Link7 has different invert elevation than its upstream node. RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "No 4" Outlet 102.00 73.10 0.00 *74.169 1.069 57.03 1 28.48 12.59 86.76 0.000 2.371 0.000 0.00000 0.000 Circular Pipe "i.p." 144.83 77.98 0.00 *79.088 1.104 57.03 1 27.27 11.55 90.64 0.000 2.371 5.236 0.11404 1.018 Circular Pipe "i.p." 174.47 81.36 0.00 *82.510 1.145 57.03 1 26.00 10.50 93.01 0.000 2.371 4.883 0.11404 1.018 Circular Pipe "i.p." 195.33 83.74 0.00 *84.932 1.188 57.03 1 24.79 9.54 94.47 0.000 2.371 4.551 0.11404 1.018 Circular Pipe "i.p." 211.11 85.54 0.00 *86.776 1.233 57.03 1 23.64 8.68 95.45 0.000 2.371 4.240 0.11404 1.018 Circular Pipe "i.p." 223.57 86.96 0.00 *88.243 1.280 57.03 1 22.54 7.89 96.13 0.000 2.371 3.947 0.11404 1.018 Circular Pipe "i.p." 233.68 88.12 0.00 *89.446 1.330 57.03 1 21.49 7.17 96.62 0.000 2.371 3.671 0.11404 1.018 Circular Pipe "i.p." 242.05 89.07 0.00 *90.452 1.382 57.03 1 20.49 6.52 96.97 0.000 2.371 3.412 0.11404 1.018 Circular Pipe "Link6" Reach 249.06 89.87 0.00 *91.307 1.437 57.03 1 19.53 5.93 97.23 0.000 2.371 3.168 0.11404 1.018 Circular Pipe "No 5" Junction 253.06 90.20 0.00 *91.344 1.144 43.70 1 19.95 6.18 97.53 0.000 2.203 0.000 0.08250 0.000 Circular Pipe "i.p." 326.77 93.64 0.00 *94.807 1.168 43.70 1 19.42 5.86 100.66 0.000 2.203 3.604 0.04665 1.126 Circular Pipe "i.p." 387.27 96.46 0.00 *97.673 1.212 43.70 1 18.52 5.33 103.00 0.000 2.203 3.358 0.04665 1.126 Circular Pipe "i.p." 421.77 98.07 0.00 *99.329 1.258 43.70 1 17.66 4.84 104.17 0.000 2.203 3.127 0.04665 1.126 Circular Pipe "i.p." 445.16 99.16 0.00 *100.468 1.307 43.70 1 16.84 4.40 104.87 0.000 2.203 2.910 0.04665 1.126 Circular Pipe "i.p." 462.38 99.97 0.00 *101.322 1.357 43.70 1 16.05 4.00 105.32 0.000 2.203 2.706 0.04665 1.126 Circular Pipe "i.p." 475.64 100.58 0.00 *101.995 1.411 43.70 1 15.31 3.64 105.63 0.000 2.203 2.513 0.04665 1.126 Circular Pipe "i.p." 486.15 101.07 0.00 *102.541 1.467 43.70 1 14.59 3.31 105.85 0.000 2.203 2.332 0.04665 1.126 Circular Pipe "i.p." 494.61 101.47 0.00 *102.995 1.527 43.70 1 13.91 3.01 106.00 0.000 2.203 2.160 0.04665 1.126 Circular Pipe "i.p." 501.48 101.79 0.00 *103.379 1.590 43.70 1 13.27 2.73 106.11 0.000 2.203 1.998 0.04665 1.126 Circular Pipe "Link7" Reach 507.07 102.05 0.00 *103.708 1.658 43.70 1 12.65 2.48 106.19 0.000 2.203 1.844 0.04665 1.126 Circular Pipe "No 6" Junction 511.07 102.38 0.00 *104.159 1.779 43.70 1 11.69 2.12 106.28 0.000 2.203 0.000 0.08250 0.000 Circular Pipe "i.p." 587.27 103.25 0.00 *105.045 1.800 43.70 1 11.55 2.07 107.12 0.000 2.203 1.568 0.01135 1.764 Circular Pipe "i.p." 680.32 104.30 0.00 *106.185 1.884 43.70 1 11.01 1.88 108.07 0.000 2.203 1.430 0.01135 1.764 Circular Pipe "i.p." 716.84 104.72 0.00 *106.692 1.976 43.70 1 10.50 1.71 108.40 0.000 2.203 1.294 0.01135 1.764 Circular Pipe "i.p." 733.89 104.91 0.00 *106.990 2.080 43.70 1 10.01 1.56 108.55 0.000 2.203 1.155 0.01135 1.764 Circular Pipe "No 8" Reach 739.21 104.97 0.00 *107.172 2.202 43.70 1 9.55 1.42 108.59 0.000 2.203 1.001 0.01135 1.764 Circular Pipe "No 7" Headwrk 739.21 104.97 0.00 *107.173 2.203 43.70 1 9.54 1.41 108.59 0.000 2.203 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Line B-1.wsx Computed 11/18/24 07:29:40 TITLE INFORMATION ************************************* WATER SURFACE ELEVATION 0 LINE B-1 JN 101.176 WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "No 1" Outlet 102.00 105.30 0.00 *106.660 1.360 24.85 1 10.93 1.85 108.51 0.000 1.758 0.000 0.00000 0.000 Circular Pipe "i.p." 120.80 105.58 0.00 *106.954 1.376 24.85 1 10.79 1.81 108.76 0.000 1.758 1.705 0.01481 1.309 Circular Pipe "i.p." 160.43 106.17 0.00 *107.602 1.437 24.85 1 10.28 1.64 109.24 0.000 1.758 1.564 0.01481 1.309 Circular Pipe "i.p." 181.67 106.48 0.00 *107.984 1.504 24.85 1 9.81 1.49 109.48 0.000 1.758 1.427 0.01481 1.309 Circular Pipe "i.p." 194.11 106.66 0.00 *108.241 1.578 24.85 1 9.35 1.36 109.60 0.000 1.758 1.291 0.01481 1.309 Circular Pipe "i.p." 200.98 106.77 0.00 *108.426 1.660 24.85 1 8.91 1.23 109.66 0.000 1.758 1.153 0.01481 1.309 Circular Pipe "No 2" Reach 203.31 106.80 0.00 *108.557 1.757 24.85 1 8.50 1.12 109.68 0.000 1.758 1.001 0.01481 1.309 Circular Pipe "No 3" Headwrk 203.31 106.80 0.00 *108.558 1.758 24.85 1 8.50 1.12 109.68 0.000 1.758 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Line B-2.wsx Computed 11/18/24 07:31:00 TITLE INFORMATION ************************************* WATER SURFACE ELEVATION 0 LINE B-2 JN 101.176 WARNING SUMMARY ************************************* WARNING 25: Link type element No 2 has different invert elevation than its upstream node. RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "No 1" Outlet 102.00 105.60 0.00 *106.403 0.803 19.00 1 19.72 6.04 112.44 0.000 1.460 0.000 0.00000 0.000 Circular Pipe "i.p." 138.77 108.54 0.00 *109.363 0.821 19.00 1 19.19 5.72 115.08 0.000 1.460 4.154 0.08002 0.786 Circular Pipe "i.p." 171.88 111.19 0.00 *112.046 0.853 19.00 1 18.30 5.20 117.25 0.000 1.460 3.858 0.08002 0.786 Circular Pipe "i.p." 191.51 112.76 0.00 *113.651 0.888 19.00 1 17.45 4.73 118.38 0.000 1.460 3.578 0.08002 0.786 Circular Pipe "i.p." 205.09 113.85 0.00 *114.774 0.924 19.00 1 16.64 4.30 119.07 0.000 1.460 3.314 0.08002 0.786 Circular Pipe "i.p." 215.21 114.66 0.00 *115.622 0.962 19.00 1 15.86 3.91 119.53 0.000 1.460 3.063 0.08002 0.786 Circular Pipe "i.p." 223.08 115.29 0.00 *116.293 1.003 19.00 1 15.12 3.55 119.84 0.000 1.460 2.825 0.08002 0.786 Circular Pipe "i.p." 229.38 115.79 0.00 *116.841 1.047 19.00 1 14.42 3.23 120.07 0.000 1.460 2.598 0.08002 0.786 Circular Pipe "i.p." 234.48 116.20 0.00 *117.297 1.095 19.00 1 13.75 2.94 120.23 0.000 1.460 2.379 0.08002 0.786 Circular Pipe "i.p." 238.66 116.54 0.00 *117.683 1.147 19.00 1 13.11 2.67 120.35 0.000 1.460 2.165 0.08002 0.786 Circular Pipe "i.p." 242.07 116.81 0.00 *118.013 1.204 19.00 1 12.50 2.43 120.44 0.000 1.460 1.952 0.08002 0.786 Circular Pipe "i.p." 244.81 117.03 0.00 *118.297 1.269 19.00 1 11.92 2.21 120.50 0.000 1.460 1.731 0.08002 0.786 Circular Pipe "i.p." 246.91 117.20 0.00 *118.543 1.347 19.00 1 11.36 2.00 120.55 0.000 1.460 1.476 0.08002 0.786 Circular Pipe "No 2" Reach 248.08 117.29 0.00 *118.749 1.459 19.00 1 10.83 1.82 120.57 0.000 1.460 1.007 0.08002 0.786 Circular Pipe "No 3" Headwrk 248.08 117.29 0.00 *118.750 1.460 19.00 1 10.83 1.82 120.57 0.000 1.460 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Line C.wsx Computed 11/17/24 16:37:18 TITLE INFORMATION ************************************* WATER SURFACE ELEVATION 0 LINE C JN 101.176 WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "No 1" Outlet 102.00 73.10 0.00 *73.584 0.484 12.40 1 25.16 9.83 83.42 0.000 1.330 0.000 0.00000 0.000 Circular Pipe "i.p." 103.73 73.82 0.00 *74.307 0.491 12.40 1 24.65 9.44 83.75 0.000 1.330 7.269 0.41319 0.400 Circular Pipe "i.p." 107.26 75.27 0.00 *75.780 0.508 12.40 1 23.51 8.58 84.36 0.000 1.330 6.797 0.41319 0.400 Circular Pipe "i.p." 110.18 76.48 0.00 *77.008 0.526 12.40 1 22.41 7.80 84.81 0.000 1.330 6.354 0.41319 0.400 Circular Pipe "i.p." 112.66 77.50 0.00 *78.048 0.545 12.40 1 21.37 7.09 85.14 0.000 1.330 5.939 0.41319 0.400 Circular Pipe "i.p." 114.77 78.38 0.00 *78.942 0.565 12.40 1 20.38 6.45 85.39 0.000 1.330 5.549 0.41319 0.400 Circular Pipe "i.p." 116.59 79.13 0.00 *79.716 0.585 12.40 1 19.43 5.86 85.58 0.000 1.330 5.184 0.41319 0.400 Circular Pipe "i.p." 118.18 79.79 0.00 *80.392 0.606 12.40 1 18.52 5.33 85.72 0.000 1.330 4.841 0.41319 0.400 Circular Pipe "i.p." 119.56 80.36 0.00 *80.986 0.628 12.40 1 17.66 4.84 85.83 0.000 1.330 4.519 0.41319 0.400 Circular Pipe "i.p." 120.78 80.86 0.00 *81.511 0.652 12.40 1 16.84 4.40 85.91 0.000 1.330 4.217 0.41319 0.400 Circular Pipe "i.p." 121.85 81.30 0.00 *81.977 0.676 12.40 1 16.06 4.00 85.98 0.000 1.330 3.934 0.41319 0.400 Circular Pipe "i.p." 122.79 81.69 0.00 *82.391 0.701 12.40 1 15.31 3.64 86.03 0.000 1.330 3.667 0.41319 0.400 Circular Pipe "i.p." 123.62 82.03 0.00 *82.762 0.727 12.40 1 14.60 3.31 86.07 0.000 1.330 3.417 0.41319 0.400 Circular Pipe "i.p." 124.36 82.34 0.00 *83.093 0.755 12.40 1 13.92 3.01 86.10 0.000 1.330 3.182 0.41319 0.400 Circular Pipe "i.p." 125.01 82.61 0.00 *83.390 0.784 12.40 1 13.27 2.73 86.12 0.000 1.330 2.961 0.41319 0.400 Circular Pipe "i.p." 125.58 82.84 0.00 *83.657 0.814 12.40 1 12.65 2.49 86.14 0.000 1.330 2.753 0.41319 0.400 Circular Pipe "i.p." 126.08 83.05 0.00 *83.898 0.846 12.40 1 12.06 2.26 86.16 0.000 1.330 2.557 0.41319 0.400 Circular Pipe "i.p." 126.53 83.23 0.00 *84.114 0.880 12.40 1 11.50 2.05 86.17 0.000 1.330 2.373 0.41319 0.400 Circular Pipe "i.p." 126.91 83.39 0.00 *84.310 0.916 12.40 1 10.97 1.87 86.18 0.000 1.330 2.198 0.41319 0.400 Circular Pipe "i.p." 127.25 83.53 0.00 *84.486 0.954 12.40 1 10.46 1.70 86.18 0.000 1.330 2.033 0.41319 0.400 Circular Pipe "i.p." 127.54 83.65 0.00 *84.645 0.995 12.40 1 9.97 1.54 86.19 0.000 1.330 1.876 0.41319 0.400 Circular Pipe "i.p." 127.78 83.75 0.00 *84.790 1.038 12.40 1 9.51 1.40 86.19 0.000 1.330 1.726 0.41319 0.400 Circular Pipe "i.p." 127.98 83.84 0.00 *84.920 1.085 12.40 1 9.06 1.28 86.20 0.000 1.330 1.582 0.41319 0.400 Circular Pipe "i.p." 128.14 83.90 0.00 *85.038 1.135 12.40 1 8.64 1.16 86.20 0.000 1.330 1.442 0.41319 0.400 Circular Pipe "i.p." 128.27 83.95 0.00 *85.145 1.191 12.40 1 8.24 1.05 86.20 0.000 1.330 1.303 0.41319 0.400 Circular Pipe "i.p." 128.35 83.99 0.00 *85.241 1.254 12.40 1 7.86 0.96 86.20 0.000 1.330 1.161 0.41319 0.400 Circular Pipe "No 2" Reach 128.38 84.00 0.00 *85.329 1.329 12.40 1 7.49 0.87 86.20 0.000 1.330 1.002 0.41319 0.400 Circular Pipe "No 3" Headwrk 128.38 84.00 0.00 *85.330 1.330 12.40 1 7.49 0.87 86.20 0.000 1.330 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches …VMP - Hydrology & Hydraulic Report - Final.docx page 115 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Hydraulic Analysis of: Onsite Storm Drain: WSPG Calculations for Proposed 100-Year Storm for Lines into Basins Calculation Onsite Storm Drain Calculation Assumptions: • For basins and storm drains not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question Basin A 8-inch inlet pipe: • Contributory Area: 0.45 acres • Prorated Q(100): 1.2 cfs • Ponding at Basin Inlet: 0.20-feet • Water Surface Elev. in Basin: 54.70 • Invert of pipe in basin: 54.33 From WSPG Calc: Water surface at upstream drain: 57.0 Drain elevation: 59.0 OK Basin BC 8-inch inlet pipe: • Contributory Area: 0.41 acres • Prorated Q(100): 2.0 cfs • Ponding at Basin Inlet: 0.24-feet • Water Surface Elev. in Basin: 55.74 • Invert of pipe in basin: 54.33 From WSPG Calc: Water surface at upstream drain: 61.6 Drain elevation: 64.4 OK Basin E From WSPG Calc: Water surface at upstream drain: Drain elevation: OK 12-inch inlet pipe: • Contributory Area: 4.1 acres • Prorated Q(100): 6.5 cfs • Ponding at Basin Inlet: 0.48-feet • Water Surface Elev. in Basin: 56.98 • Invert of pipe in basin: 54.83 58.7 64.5 Calculation Basin F 12-inch inlet pipe: • Contributory Area: 4.3 acres • Prorated Q(100): 6.8 cfs • Ponding at Basin Inlet: 0.67-feet • Water Surface Elev. in Basin: 74.67 • Invert of pipe in basin: 72.83 From WSPG Calc: Water surface at upstream drain: 98.97 Drain elevation: 101.25 OK Basin G 12-inch inlet pipe: • Contributory Area: 5.2 acres • Prorated Q(100): 8.2 cfs • Ponding at Basin Inlet: 0.65-feet • Water Surface Elev. in Basin: 88.65 • Invert of pipe in basin: 87.33 From WSPG Calc: Water surface at upstream drain: 99.0 Drain elevation: 102.0 OK Basin H 12-inch inlet pipe: • Contributory Area: 2.1 acres • Prorated Q(100): 3.6 cfs • Ponding at Basin Inlet: 0.72-feet • Water Surface Elev. in Basin: 83.39 • Invert of pipe in basin: 81.33 From WSPG Calc: Water surface at upstream drain: 86.8 Drain elevation: 89.0 OK Calculation Basin H 12-inch inlet pipe: • Contributory Area: 2.1 acres • Prorated Q(100): 3.6 cfs • Ponding at Basin Inlet: 0.72-feet • Water Surface Elev. in Basin: 83.39 • Invert of pipe in basin: 81.33 From WSPG Calc: Water surface at upstream drain: 85.53 Drain elevation: 91.0 OK Basin I 4-inch inlet pipe: • Contributory Area: 0.24 acres • Prorated Q(100): 0.4 cfs • Ponding at Basin Inlet: 0.1-feet • Water Surface Elev. in Basin: 85.60 • Invert of pipe in basin: 85.53 From WSPG Calc: Water surface at upstream drain: 86.8 Drain elevation: 89.0 OK Basin J 8-inch inlet pipe: • Contributory Area: 0.27 acres • Prorated Q(100): 0.5 cfs • Ponding at Basin Inlet: 0.0.08-feet • Water Surface Elev. in Basin: 100.58 • Invert of pipe in basin: 108.33 From WSPG Calc: Water surface at upstream drain: 101.1 Drain elevation: 102.1 OK Calculation Basin K 8-inch inlet pipe: • Contributory Area: 0.75 acres • Prorated Q(100): 31.7cfs • Ponding at Basin Inlet: 0.34-feet • Water Surface Elev. in Basin: 108.84 • Invert of pipe in basin: 108.33 From WSPG Calc: Water surface at upstream drain: 110.8 Drain elevation: 114.25 OK Basin L 4-inch inlet pipe: • Contributory Area: 0.22 acres • Prorated Q(100): 0.4 cfs • Ponding at Basin Inlet: 0.08-feet • Water Surface Elev. in Basin: 78.58 • Invert of pipe in basin: 78.33 From WSPG Calc: Water surface at upstream drain: 79.6 Drain elevation: 80.0 OK ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed A.wsx Computed 11/19/24 10:29:58 TITLE INFORMATION ************************************* WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node2" Outlet 50.00 54.33 56.00 54.626 0.296 1.20 1 8.01 1.00 55.62 0.000 0.518 0.000 0.00000 0.000 Circular Pipe "i.p." 73.10 55.33 57.68 55.639 0.306 1.20 1 7.64 0.91 56.54 0.000 0.518 2.774 0.04340 0.294 Circular Pipe "i.p." 81.71 55.71 58.30 56.024 0.318 1.20 1 7.28 0.82 56.85 0.000 0.518 2.586 0.04340 0.294 Circular Pipe "i.p." 86.78 55.93 58.67 56.256 0.330 1.20 1 6.94 0.75 57.00 0.000 0.518 2.409 0.04340 0.294 Circular Pipe "i.p." 90.21 56.07 58.92 56.418 0.343 1.20 1 6.62 0.68 57.10 0.000 0.518 2.242 0.04340 0.294 Circular Pipe "i.p." 92.72 56.18 59.10 56.540 0.356 1.20 1 6.31 0.62 57.16 0.000 0.518 2.086 0.04340 0.294 Circular Pipe "i.p." 94.62 56.27 59.24 56.636 0.370 1.20 1 6.02 0.56 57.20 0.000 0.518 1.939 0.04340 0.294 Circular Pipe "i.p." 96.10 56.33 59.35 56.715 0.384 1.20 1 5.74 0.51 57.23 0.000 0.518 1.800 0.04340 0.294 Circular Pipe "i.p." 97.25 56.38 59.43 56.780 0.400 1.20 1 5.47 0.46 57.25 0.000 0.518 1.669 0.04340 0.294 Circular Pipe "i.p." 98.15 56.42 59.50 56.836 0.416 1.20 1 5.22 0.42 57.26 0.000 0.518 1.545 0.04340 0.294 Circular Pipe "i.p." 98.84 56.45 59.55 56.883 0.433 1.20 1 4.97 0.38 57.27 0.000 0.518 1.428 0.04340 0.294 Circular Pipe "i.p." 99.35 56.47 59.58 56.924 0.452 1.20 1 4.74 0.35 57.27 0.000 0.518 1.316 0.04340 0.294 Circular Pipe "i.p." 99.71 56.49 59.61 56.959 0.472 1.20 1 4.52 0.32 57.28 0.000 0.518 1.209 0.04340 0.294 Circular Pipe "i.p." 99.93 56.50 59.62 56.990 0.493 1.20 1 4.31 0.29 57.28 0.000 0.518 1.106 0.04340 0.294 Circular Pipe "Link1" Reach 100.00 56.50 59.63 57.017 0.517 1.20 1 4.11 0.26 57.28 0.000 0.518 1.005 0.04340 0.294 Circular Pipe "Node1" Headwrk 100.00 56.50 59.63 57.018 0.518 1.20 1 4.10 0.26 57.28 0.000 0.518 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed BC.wsx Computed 11/19/24 10:32:03 TITLE INFORMATION ************************************* WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node2" Outlet 0.00 54.33 56.00 54.632 0.302 2.00 1 12.94 2.60 57.23 0.000 0.627 0.000 0.00000 0.000 Circular Pipe "i.p." 2.57 54.40 56.13 54.692 0.292 2.00 1 13.53 2.84 57.53 0.000 0.627 5.056 0.02700 0.471 Circular Pipe "i.p." 5.19 54.47 56.26 54.752 0.282 2.00 1 14.19 3.13 57.88 0.000 0.627 5.418 0.02700 0.471 Circular Pipe "i.p." 7.67 54.54 56.38 54.809 0.272 2.00 1 14.88 3.44 58.25 0.000 0.627 5.804 0.02700 0.471 Circular Pipe "Link1" Reach 10.00 54.60 56.50 54.863 0.263 2.00 1 15.61 3.78 58.65 0.000 0.627 6.215 0.02700 0.471 Circular Pipe "i.p." 15.47 55.77 58.05 56.035 0.269 2.00 1 15.14 3.56 59.59 0.000 0.627 5.946 0.21333 0.251 Circular Pipe "i.p." 20.97 56.94 59.61 57.220 0.278 2.00 1 14.43 3.23 60.45 0.000 0.627 5.551 0.21333 0.251 Circular Pipe "i.p." 24.71 57.74 60.67 58.026 0.289 2.00 1 13.76 2.94 60.97 0.000 0.627 5.181 0.21333 0.251 Circular Pipe "i.p." 27.48 58.33 61.45 58.628 0.299 2.00 1 13.12 2.67 61.30 0.000 0.627 4.833 0.21333 0.251 Circular Pipe "i.p." 29.64 58.79 62.06 59.100 0.310 2.00 1 12.51 2.43 61.53 0.000 0.627 4.506 0.21333 0.251 Circular Pipe "i.p." 31.38 59.16 62.56 59.483 0.322 2.00 1 11.93 2.21 61.69 0.000 0.627 4.199 0.21333 0.251 Circular Pipe "i.p." 32.82 59.47 62.96 59.802 0.334 2.00 1 11.37 2.01 61.81 0.000 0.627 3.911 0.21333 0.251 Circular Pipe "i.p." 34.02 59.72 63.31 60.071 0.347 2.00 1 10.84 1.83 61.90 0.000 0.627 3.640 0.21333 0.251 Circular Pipe "i.p." 35.04 59.94 63.59 60.302 0.361 2.00 1 10.34 1.66 61.96 0.000 0.627 3.385 0.21333 0.251 Circular Pipe "i.p." 35.91 60.13 63.84 60.502 0.375 2.00 1 9.86 1.51 62.01 0.000 0.627 3.145 0.21333 0.251 Circular Pipe "i.p." 36.65 60.29 64.05 60.676 0.390 2.00 1 9.40 1.37 62.05 0.000 0.627 2.919 0.21333 0.251 Circular Pipe "i.p." 37.30 60.42 64.23 60.829 0.406 2.00 1 8.96 1.25 62.08 0.000 0.627 2.705 0.21333 0.251 Circular Pipe "i.p." 37.85 60.54 64.39 60.964 0.422 2.00 1 8.54 1.13 62.10 0.000 0.627 2.503 0.21333 0.251 Circular Pipe "i.p." 38.33 60.64 64.53 61.083 0.440 2.00 1 8.15 1.03 62.11 0.000 0.627 2.311 0.21333 0.251 Circular Pipe "i.p." 38.74 60.73 64.64 61.189 0.459 2.00 1 7.77 0.94 62.13 0.000 0.627 2.128 0.21333 0.251 Circular Pipe "i.p." 39.08 60.80 64.74 61.284 0.480 2.00 1 7.41 0.85 62.14 0.000 0.627 1.952 0.21333 0.251 Circular Pipe "i.p." 39.37 60.87 64.82 61.368 0.502 2.00 1 7.06 0.77 62.14 0.000 0.627 1.782 0.21333 0.251 Circular Pipe "i.p." 39.61 60.92 64.89 61.444 0.526 2.00 1 6.73 0.70 62.15 0.000 0.627 1.614 0.21333 0.251 Circular Pipe "i.p." 39.80 60.96 64.94 61.512 0.554 2.00 1 6.42 0.64 62.15 0.000 0.627 1.444 0.21333 0.251 Circular Pipe "i.p." 39.94 60.99 64.98 61.572 0.586 2.00 1 6.12 0.58 62.15 0.000 0.627 1.258 0.21333 0.251 Circular Pipe "Link2" Reach 40.00 61.00 65.00 61.626 0.626 2.00 1 5.84 0.53 62.15 0.000 0.627 1.011 0.21333 0.251 Circular Pipe "Node3" Headwrk 40.00 61.00 65.00 61.627 0.627 2.00 1 5.83 0.53 62.15 0.000 0.627 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed E.wsx Computed 11/21/24 11:16:42 TITLE INFORMATION ************************************* WARNING SUMMARY ************************************* WARNING 25: Link type element Link2 has different invert elevation than its upstream node. RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node2" Outlet 0.00 54.83 57.40 56.980 2.150 6.50 1 8.28 1.06 58.04 0.000 0.966 0.000 0.00000 0.000 Circular Pipe "Link1" Reach 20.00 55.35 63.00 57.457 2.107 6.50 1 8.28 1.06 58.52 0.000 0.966 0.000 0.02600 0.784 Circular Pipe HYDRAULIC JUMP at 20.25 of length 0.07 "i.p." 20.25 55.38 63.02 57.463 2.083 6.50 1 8.28 1.06 58.53 0.000 0.966 0.000 0.11750 0.470 Circular Pipe "i.p." 20.25 55.38 63.02 55.956 0.577 6.50 1 13.86 2.98 58.94 0.000 0.966 3.545 0.11750 0.470 Circular Pipe "i.p." 22.74 55.67 63.21 56.262 0.590 6.50 1 13.48 2.82 59.08 0.000 0.966 3.392 0.11750 0.470 Circular Pipe "i.p." 26.31 56.09 63.47 56.705 0.614 6.50 1 12.85 2.56 59.27 0.000 0.966 3.141 0.11750 0.470 Circular Pipe "i.p." 29.23 56.43 63.69 57.074 0.640 6.50 1 12.25 2.33 59.40 0.000 0.966 2.905 0.11750 0.470 Circular Pipe "i.p." 31.65 56.72 63.87 57.385 0.667 6.50 1 11.68 2.12 59.50 0.000 0.966 2.679 0.11750 0.470 Circular Pipe "i.p." 33.67 56.96 64.03 57.652 0.696 6.50 1 11.14 1.93 59.58 0.000 0.966 2.464 0.11750 0.470 Circular Pipe "i.p." 35.36 57.16 64.15 57.883 0.728 6.50 1 10.62 1.75 59.63 0.000 0.966 2.257 0.11750 0.470 Circular Pipe "i.p." 36.78 57.32 64.26 58.083 0.762 6.50 1 10.13 1.59 59.68 0.000 0.966 2.056 0.11750 0.470 Circular Pipe "i.p." 37.95 57.46 64.35 58.259 0.800 6.50 1 9.65 1.45 59.71 0.000 0.966 1.855 0.11750 0.470 Circular Pipe "i.p." 38.90 57.57 64.42 58.413 0.843 6.50 1 9.20 1.32 59.73 0.000 0.966 1.648 0.11750 0.470 Circular Pipe "i.p." 39.61 57.65 64.47 58.548 0.894 6.50 1 8.78 1.20 59.74 0.000 0.966 1.411 0.11750 0.470 Circular Pipe "Link2" Reach 40.00 57.70 64.50 58.665 0.965 6.50 1 8.37 1.09 59.75 0.000 0.966 1.014 0.11750 0.470 Circular Pipe "Node3" Headwrk 40.00 57.70 64.50 58.666 0.966 6.50 1 8.36 1.09 59.75 0.000 0.966 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed F.wsx Computed 11/19/24 10:57:36 TITLE INFORMATION ************************************* WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node2" Outlet 0.00 72.83 74.80 73.278 0.448 6.80 1 19.94 6.18 79.46 0.000 0.971 0.000 0.00000 0.000 Circular Pipe "i.p." 0.19 72.84 74.86 73.283 0.448 6.80 1 19.99 6.20 79.48 0.000 0.971 6.021 0.02600 0.821 Circular Pipe "i.p." 4.57 72.95 76.22 73.380 0.432 6.80 1 20.96 6.82 80.20 0.000 0.971 6.455 0.02600 0.821 Circular Pipe "i.p." 8.72 73.06 77.50 73.473 0.416 6.80 1 21.98 7.50 80.98 0.000 0.971 6.917 0.02600 0.821 Circular Pipe "i.p." 12.67 73.16 78.73 73.561 0.402 6.80 1 23.06 8.26 81.82 0.000 0.971 7.409 0.02600 0.821 Circular Pipe "i.p." 16.42 73.26 79.89 73.644 0.387 6.80 1 24.18 9.08 82.73 0.000 0.971 7.933 0.02600 0.821 Circular Pipe "Link1" Reach 20.00 73.35 81.00 73.724 0.374 6.80 1 25.36 9.99 83.71 0.000 0.971 8.492 0.02600 0.821 Circular Pipe "i.p." 35.97 78.27 85.04 78.650 0.379 6.80 1 24.92 9.64 88.29 0.000 0.971 8.281 0.30813 0.369 Circular Pipe "i.p." 55.07 84.16 89.88 84.548 0.393 6.80 1 23.76 8.77 93.31 0.000 0.971 7.735 0.30813 0.369 Circular Pipe "i.p." 65.18 87.27 92.44 87.679 0.407 6.80 1 22.65 7.97 95.65 0.000 0.971 7.223 0.30813 0.369 Circular Pipe "i.p." 71.91 89.34 94.14 89.766 0.422 6.80 1 21.60 7.24 97.01 0.000 0.971 6.742 0.30813 0.369 Circular Pipe "i.p." 76.85 90.87 95.39 91.303 0.437 6.80 1 20.59 6.59 97.89 0.000 0.971 6.291 0.30813 0.369 Circular Pipe "i.p." 80.68 92.05 96.36 92.502 0.454 6.80 1 19.64 5.99 98.49 0.000 0.971 5.868 0.30813 0.369 Circular Pipe "i.p." 83.77 93.00 97.14 93.471 0.470 6.80 1 18.72 5.44 98.91 0.000 0.971 5.470 0.30813 0.369 Circular Pipe "i.p." 86.32 93.79 97.79 94.274 0.488 6.80 1 17.85 4.95 99.22 0.000 0.971 5.096 0.30813 0.369 Circular Pipe "i.p." 88.46 94.44 98.33 94.951 0.507 6.80 1 17.02 4.50 99.45 0.000 0.971 4.745 0.30813 0.369 Circular Pipe "i.p." 90.28 95.00 98.79 95.530 0.526 6.80 1 16.23 4.09 99.62 0.000 0.971 4.415 0.30813 0.369 Circular Pipe "i.p." 91.83 95.48 99.18 96.031 0.547 6.80 1 15.47 3.72 99.75 0.000 0.971 4.104 0.30813 0.369 Circular Pipe "i.p." 93.18 95.90 99.52 96.467 0.568 6.80 1 14.75 3.38 99.85 0.000 0.971 3.812 0.30813 0.369 Circular Pipe "i.p." 94.35 96.26 99.82 96.849 0.591 6.80 1 14.07 3.07 99.92 0.000 0.971 3.535 0.30813 0.369 Circular Pipe "i.p." 95.36 96.57 100.08 97.187 0.615 6.80 1 13.41 2.79 99.98 0.000 0.971 3.274 0.30813 0.369 Circular Pipe "i.p." 96.25 96.84 100.30 97.485 0.641 6.80 1 12.79 2.54 100.02 0.000 0.971 3.027 0.30813 0.369 Circular Pipe "i.p." 97.02 97.08 100.50 97.751 0.668 6.80 1 12.19 2.31 100.06 0.000 0.971 2.792 0.30813 0.369 Circular Pipe "i.p." 97.70 97.29 100.67 97.988 0.698 6.80 1 11.63 2.10 100.09 0.000 0.971 2.567 0.30813 0.369 Circular Pipe "i.p." 98.28 97.47 100.81 98.199 0.729 6.80 1 11.08 1.91 100.11 0.000 0.971 2.351 0.30813 0.369 Circular Pipe "i.p." 98.78 97.63 100.94 98.389 0.763 6.80 1 10.57 1.73 100.12 0.000 0.971 2.141 0.30813 0.369 Circular Pipe "i.p." 99.21 97.76 101.05 98.558 0.802 6.80 1 10.08 1.58 100.14 0.000 0.971 1.931 0.30813 0.369 Circular Pipe "i.p." 99.57 97.87 101.14 98.711 0.845 6.80 1 9.61 1.43 100.14 0.000 0.971 1.713 0.30813 0.369 Circular Pipe "i.p." 99.84 97.95 101.21 98.848 0.896 6.80 1 9.16 1.30 100.15 0.000 0.971 1.463 0.30813 0.369 Circular Pipe "Link2" Reach 100.00 98.00 101.25 98.970 0.970 6.80 1 8.73 1.18 100.15 0.000 0.971 1.019 0.30813 0.369 Circular Pipe "Node3" Headwrk 100.00 98.00 101.25 98.971 0.971 6.80 1 8.73 1.18 100.15 0.000 0.971 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed G.wsx Computed 11/19/24 11:29:20 TITLE INFORMATION ************************************* WARNING SUMMARY ************************************* WARNING 15: Invert elevation of element Link1 is not larger than invert elevation of the direct downstream element. RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node2" Outlet 0.00 87.33 90.00 87.874 0.544 8.20 1 18.77 5.47 93.35 0.000 0.980 0.000 0.00000 0.000 Circular Pipe "i.p." 3.17 87.32 90.50 87.845 0.529 8.20 1 19.47 5.89 93.73 0.000 0.980 5.283 -0.00421 1.000 Circular Pipe "i.p." 7.27 87.30 91.15 87.808 0.509 8.20 1 20.42 6.48 94.28 0.000 0.980 5.679 -0.00421 1.000 Circular Pipe "i.p." 11.28 87.28 91.78 87.773 0.490 8.20 1 21.42 7.12 94.90 0.000 0.980 6.099 -0.00421 1.000 Circular Pipe "i.p." 15.19 87.27 92.40 87.738 0.472 8.20 1 22.46 7.84 95.57 0.000 0.980 6.547 -0.00421 1.000 Circular Pipe "Link1" Reach 19.00 87.25 93.00 87.705 0.455 8.20 1 23.56 8.62 96.32 0.000 0.980 7.023 -0.00421 1.000 Circular Pipe "i.p." 25.27 89.23 94.66 89.705 0.472 8.20 1 22.50 7.86 97.56 0.000 0.980 6.561 0.31618 0.406 Circular Pipe "i.p." 30.17 90.78 95.96 91.272 0.490 8.20 1 21.45 7.14 98.42 0.000 0.980 6.113 0.31618 0.406 Circular Pipe "i.p." 34.04 92.01 96.98 92.515 0.508 8.20 1 20.45 6.49 99.01 0.000 0.980 5.691 0.31618 0.406 Circular Pipe "i.p." 37.20 93.00 97.82 93.531 0.528 8.20 1 19.50 5.90 99.43 0.000 0.980 5.295 0.31618 0.406 Circular Pipe "i.p." 39.81 93.83 98.51 94.379 0.548 8.20 1 18.59 5.37 99.75 0.000 0.980 4.922 0.31618 0.406 Circular Pipe "i.p." 42.02 94.53 99.09 95.099 0.570 8.20 1 17.73 4.88 99.98 0.000 0.980 4.570 0.31618 0.406 Circular Pipe "i.p." 43.91 95.12 99.59 95.717 0.593 8.20 1 16.90 4.44 100.15 0.000 0.980 4.239 0.31618 0.406 Circular Pipe "i.p." 45.52 95.64 100.02 96.254 0.617 8.20 1 16.11 4.03 100.29 0.000 0.980 3.925 0.31618 0.406 Circular Pipe "i.p." 46.92 96.08 100.39 96.722 0.643 8.20 1 15.36 3.67 100.39 0.000 0.980 3.628 0.31618 0.406 Circular Pipe "i.p." 48.14 96.46 100.71 97.134 0.670 8.20 1 14.65 3.33 100.47 0.000 0.980 3.346 0.31618 0.406 Circular Pipe "i.p." 49.20 96.80 100.99 97.498 0.700 8.20 1 13.97 3.03 100.53 0.000 0.980 3.076 0.31618 0.406 Circular Pipe "i.p." 50.12 97.09 101.24 97.820 0.732 8.20 1 13.32 2.75 100.57 0.000 0.980 2.816 0.31618 0.406 Circular Pipe "i.p." 50.92 97.34 101.45 98.107 0.766 8.20 1 12.70 2.50 100.61 0.000 0.980 2.562 0.31618 0.406 Circular Pipe "i.p." 51.60 97.56 101.63 98.363 0.805 8.20 1 12.11 2.28 100.64 0.000 0.980 2.309 0.31618 0.406 Circular Pipe "i.p." 52.19 97.74 101.79 98.592 0.848 8.20 1 11.54 2.07 100.66 0.000 0.980 2.044 0.31618 0.406 Circular Pipe "i.p." 52.67 97.90 101.91 98.797 0.901 8.20 1 11.01 1.88 100.68 0.000 0.980 1.737 0.31618 0.406 Circular Pipe "Link2" Reach 53.00 98.00 102.00 98.979 0.979 8.20 1 10.49 1.71 100.69 0.000 0.980 1.120 0.31618 0.406 Circular Pipe "Node3" Headwrk 53.00 98.00 102.00 98.980 0.980 8.20 1 10.49 1.71 100.69 0.000 0.980 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed H.wsx Computed 11/19/24 11:38:46 TITLE INFORMATION ************************************* WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node2" Outlet 0.00 81.33 85.09 83.390 2.060 3.60 1 4.58 0.33 83.72 0.000 0.809 0.000 0.00000 0.000 Circular Pipe "Link1" Reach 19.00 81.85 91.00 83.529 1.679 3.60 1 4.58 0.33 83.86 0.000 0.809 0.000 0.02737 0.510 Circular Pipe "Node1" Headwrk 19.00 81.85 91.00 83.529 1.679 3.60 1 10.21 1.62 85.15 0.000 0.809 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed I.wsx Computed 11/19/24 11:53:58 TITLE INFORMATION ************************************* WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node2" Outlet 0.00 85.33 87.00 85.648 0.318 0.40 1 4.73 0.35 86.00 0.000 0.318 0.000 0.00000 0.000 Circular Pipe "i.p." 0.46 85.34 87.04 85.669 0.330 0.40 1 4.68 0.34 86.01 0.000 0.318 0.000 0.02030 0.330 Circular Pipe "Link1" Reach 33.00 86.00 89.50 86.755 0.755 0.40 1 4.68 0.34 87.09 0.000 0.318 0.000 0.02030 0.330 Circular Pipe "Node1" Headwrk 33.00 86.00 89.50 86.755 0.755 0.40 1 1.13 0.02 86.78 0.000 0.318 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed J.wsx Computed 11/19/24 12:01:39 TITLE INFORMATION ************************************* WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node2" Outlet 0.00 100.33 102.00 100.572 0.242 0.45 1 3.91 0.24 100.81 0.000 0.312 0.000 0.00000 0.000 Circular Pipe "i.p." 10.46 100.46 102.03 100.702 0.242 0.45 1 3.91 0.24 100.94 0.000 0.312 1.633 0.01237 0.242 Circular Pipe "i.p." 27.55 100.67 102.07 100.921 0.251 0.45 1 3.74 0.22 101.14 0.000 0.312 1.530 0.01237 0.242 Circular Pipe "i.p." 32.53 100.73 102.09 100.992 0.260 0.45 1 3.57 0.20 101.19 0.000 0.312 1.429 0.01237 0.242 Circular Pipe "i.p." 35.12 100.76 102.09 101.033 0.269 0.45 1 3.40 0.18 101.21 0.000 0.312 1.335 0.01237 0.242 Circular Pipe "i.p." 36.57 100.78 102.10 101.061 0.279 0.45 1 3.24 0.16 101.22 0.000 0.312 1.246 0.01237 0.242 Circular Pipe "i.p." 37.38 100.79 102.10 101.081 0.289 0.45 1 3.09 0.15 101.23 0.000 0.312 1.163 0.01237 0.242 Circular Pipe "i.p." 37.85 100.80 102.10 101.098 0.300 0.45 1 2.95 0.13 101.23 0.000 0.312 1.085 0.01237 0.242 Circular Pipe "Link1" Reach 38.00 100.80 102.10 101.111 0.311 0.45 1 2.81 0.12 101.23 0.000 0.312 1.011 0.01237 0.242 Circular Pipe "Node1" Headwrk 38.00 100.80 102.10 101.112 0.312 0.45 1 2.80 0.12 101.23 0.000 0.312 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed K.wsx Computed 11/19/24 12:09:07 TITLE INFORMATION ************************************* WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node2" Outlet 0.00 108.33 110.00 108.766 0.436 1.70 1 6.99 0.76 109.53 0.000 0.599 0.000 0.00000 0.000 Circular Pipe "i.p." 8.08 108.52 110.43 108.960 0.436 1.70 1 6.99 0.76 109.72 0.000 0.599 1.998 0.02400 0.436 Circular Pipe "i.p." 46.31 109.44 112.46 109.888 0.447 1.70 1 6.81 0.72 110.61 0.000 0.599 1.910 0.02400 0.436 Circular Pipe "i.p." 63.08 109.84 113.35 110.310 0.466 1.70 1 6.49 0.65 110.96 0.000 0.599 1.757 0.02400 0.436 Circular Pipe "i.p." 70.66 110.03 113.75 110.513 0.487 1.70 1 6.19 0.60 111.11 0.000 0.599 1.609 0.02400 0.436 Circular Pipe "i.p." 75.10 110.13 113.99 110.642 0.510 1.70 1 5.90 0.54 111.18 0.000 0.599 1.466 0.02400 0.436 Circular Pipe "i.p." 77.85 110.20 114.14 110.734 0.535 1.70 1 5.63 0.49 111.23 0.000 0.599 1.323 0.02400 0.436 Circular Pipe "i.p." 79.41 110.24 114.22 110.800 0.564 1.70 1 5.37 0.45 111.25 0.000 0.599 1.175 0.02400 0.436 Circular Pipe "Link1" Reach 80.00 110.25 114.25 110.848 0.598 1.70 1 5.12 0.41 111.25 0.000 0.599 1.008 0.02400 0.436 Circular Pipe "Node1" Headwrk 80.00 110.25 114.25 110.849 0.599 1.70 1 5.11 0.41 111.25 0.000 0.599 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 3.1 19/04/2012 Innovyze www.innovyze.com ************************************* INPUT FILE ************************************* C:\Users\Tom\OneDrive\civTEC\JOBS\101.176 - RJM - Carlsbad Veterans Memorial Park\HYDROLOGY\wspg\Onsite Pipe\Watershed L.wsx Computed 11/19/24 12:16:21 TITLE INFORMATION ************************************* WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node2" Outlet 0.00 78.33 80.00 78.648 0.318 0.40 1 4.73 0.35 79.00 0.000 0.318 0.000 0.00000 0.000 Circular Pipe "i.p." 0.17 78.33 80.00 78.661 0.330 0.40 1 4.68 0.34 79.00 0.000 0.318 0.000 0.00607 0.330 Circular Pipe "Link1" Reach 28.00 78.50 79.50 *79.590 1.090 0.40 1 4.68 0.34 79.93 0.000 0.318 0.000 0.00607 0.330 Circular Pipe "Node1" Headwrk 28.00 78.50 79.50 *79.590 1.090 0.40 1 1.13 0.02 79.61 0.000 0.318 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches …VMP - Hydrology & Hydraulic Report - Final.docx page 116 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Hydraulic Analysis of: Brow ditch Calculation Brow Ditch Capacity Assumptions: • For brow ditches not directly analyzed in the Hydrology Study calculations, the assumed flow rate in the ditch was prorated from it’s tributary area of the watershed in question Note: A 2-foot wide, 6-inch-deep brow ditch has the same cross-section as a 5-foot wide brow ditch with a flow depth of 6-inches and is modeled accordingly. A 4-foot wide, 12-inch-deep brow ditch has the same cross-section as a 5-foot wide brow ditch with a flow depth of 12-inches and is modeled accordingly Brow Ditch in Hydrology Watershed Area A Review Brow Ditch adjacent to Walk along Whitman From Hydrology Calculations: Q(10) = 0.73 cfs Q(100) = 1.1 cfs From Hydraflow Express Calc: 2-foot width Brow Ditch at 5% = 10.63 cfs OK Brow Ditch in Hydrology Watershed Area B None proposed. Brow Ditch in Hydrology Watershed Area C Review Brow Ditch capturing flow from Watershed C.1 From Hydrology Calculations: Q(10) = 13.8 cfs Q(100) = 20.7 cfs From Hydraflow Express Calc: 2-foot width Brow Ditch at 3.6% = 18.7 cfs Brow-ditch carries 90% of 100-year storm flow and 135% of 10-year storm flow OK Calculation Brow Ditch in Hydrology Watershed Area D Review Brow Ditch at base of Watershed D From Hydrology Calculations: Q(10) = 0.93 cfs Q(100) = 1.4 cfs From Hydraflow Express Calc: 2-foot width Brow Ditch at 0.8% = 4.2 cfs OK Brow Ditch in Hydrology Watershed Area E Review Brow Ditch at base of Watershed E.1 From Hydrology Calculations: Q(10) = 15.3 cfs Q(100) = 23.0 cfs From Hydraflow Express Calc: 4-foot width Brow Ditch at 1% = 20.0 cfs Brow-ditch carries 87% of 100-year storm flow and 131% of 10-year storm flow OK Brow Ditch in Hydrology Watershed Area F Review Brow Ditch at base of walk adjacent to Bike Park From Hydrology Calculations: Q(10) = 1.07 cfs Q(100) = 1.6 cfs From Hydraflow Express Calc: 2-foot width Brow Ditch at 4.8% = 10.4 cfs OK Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Brow Ditch in Watershed A Circular Diameter (ft) = 5.00 = 100.00Invert Elev (ft) = 5.00Slope (%) = 0.015N-Value Calculations Known DepthCompute by: = 0.50Known Depth (ft) Highlighted = 0.50Depth (ft) = 10.63Q (cfs) = 1.03Area (sqft) = 10.34Velocity (ft/s) = 3.22Wetted Perim (ft) = 0.89Crit Depth, Yc (ft) = 3.01Top Width (ft) = 2.16EGL (ft) 0 1 2 3 4 5 6 7 Depth (ft)Elev (ft)Section -1.0099.00 0.00100.00 1.00101.00 2.00102.00 3.00103.00 4.00104.00 5.00105.00 6.00106.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Brow Ditch in Watershed C Circular Diameter (ft) = 2.00 = 100.00Invert Elev (ft) = 3.60Slope (%) = 0.015N-Value Calculations Known DepthCompute by: = 1.00Known Depth (ft) Highlighted = 1.00Depth (ft) = 18.73Q (cfs) = 1.58Area (sqft) = 11.86Velocity (ft/s) = 3.15Wetted Perim (ft) = 1.56Crit Depth, Yc (ft) = 2.00Top Width (ft) = 3.19EGL (ft) 0 1 2 3 4 Depth (ft)Elev (ft)Section -0.5099.50 0.00100.00 0.50100.50 1.00101.00 1.50101.50 2.00102.00 2.50102.50 3.00103.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. = 100.00Invert Elev (ft) = 0.80Slope (%) = 0.015N-Value Calculations Known DepthCompute by: = 0.50Known Depth (ft) Highlighted = 0.50Depth (ft) = 4.253Q (cfs) = 1.03Area (sqft) = 4.13Velocity (ft/s) = 3.22Wetted Perim (ft) = 0.56Crit Depth, Yc (ft) = 3.01Top Width (ft) = 0.77EGL (ft) 0 1 2 3 4 5 6 7 Depth (ft)Elev (ft)Section -1.0099.00 0.00100.00 1.00101.00 2.00102.00 3.00103.00 4.00104.00 5.00105.00 6.00106.00 Reach (ft) Brow Ditch in Watershed D Circular Diameter (ft) = 5.00 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Brow Ditch in Watershed E Circular Diameter (ft) = 5.00 = 100.00Invert Elev (ft) = 1.00Slope (%) = 0.015N-Value Calculations Known DepthCompute by: = 1.00Known Depth (ft) Highlighted = 1.00Depth (ft) = 19.98Q (cfs) = 2.82Area (sqft) = 7.09Velocity (ft/s) = 4.65Wetted Perim (ft) = 1.23Crit Depth, Yc (ft) = 4.01Top Width (ft) = 1.78EGL (ft) 0 1 2 3 4 5 6 7 Depth (ft)Elev (ft)Section -1.0099.00 0.00100.00 1.00101.00 2.00102.00 3.00103.00 4.00104.00 5.00105.00 6.00106.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Brow Ditch in Watershed F Circular Diameter (ft) = 5.00 = 100.00Invert Elev (ft) = 4.80Slope (%) = 0.015N-Value Calculations Known DepthCompute by: = 0.50Known Depth (ft) Highlighted = 0.50Depth (ft) = 10.42Q (cfs) = 1.03Area (sqft) = 10.13Velocity (ft/s) = 3.22Wetted Perim (ft) = 0.88Crit Depth, Yc (ft) = 3.01Top Width (ft) = 2.09EGL (ft) 0 1 2 3 4 5 6 7 Depth (ft)Elev (ft)Section -1.0099.00 0.00100.00 1.00101.00 2.00102.00 3.00103.00 4.00104.00 5.00105.00 6.00106.00 Reach (ft) …VMP - Hydrology & Hydraulic Report - Final.docx page 117 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Hydraulic Analysis of: Curb Inlet Catch Basins Calculation Curb Inlet Capture Capacity Assumptions: • For basins not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question Curb Inlet C.B. #1 (Sump) From Hydrology Calculations: Q(10) = 0.21 cfs Q(100) = 0.31 cfs OK Curb Inlet C.B. #2 (Sump) From Hydrology Calculations: Q(10) = 0.70 cfs Q(100) = 1.05 cfs CB #2 Capture = 1.05 cfs at flood width of 6.1 feet OK Curb Inlet C.B. #3 (Flow-by) From Hydrology Calculations: Q(10) = 0.67 cfs Q(100) = 1.0 cfs CB #3 Capture = 1.0 cfs with no bypass OK CB #1 Capture = 0.31 cfs at flood width of 2.7-feet From Hydraflow Express Calc: From Hydraflow Express Calc: From Hydraflow Express Calc: Calculation Curb Inlet C.B. #4 (Flow-by) From Hydrology Calculations: Q(10) = 2.2 cfs Q(100) = 3.3 cfs OK Curb Inlet C.B. #5 (Flow-by) From Hydrology Calculations: Q(10) = 0.90 cfs Q(100) = 1.35 cfs CB #5 Capture = 1.35 cfs with no bypass OK Curb Inlet C.B. #6 (Flow-by) From Hydrology Calculations: Q(10) = 1.17 cfs Q(100) = 1.75 cfs CB #6 Capture = 1.75 cfs with no bypass OK From Hydraflow Express Calc: From Hydraflow Express Calc: From Hydraflow Express Calc: CB #4 Capture = 3.30 cfs with no bypass Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Curb Inlet C.B. #1 Curb Inlet = SagLocation = 7.00Curb Length (ft) = 6.00Throat Height (in) = -0-Grate Area (sqft) = -0-Grate Width (ft) = -0-Grate Length (ft) Gutter = 0.063Slope, Sw (ft/ft) = 0.020Slope, Sx (ft/ft) = 2.00Local Depr (in) = 2.00Gutter Width (ft) = -0-Gutter Slope (%) = -0-Gutter n-value Calculations Known QCompute by: = 0.31Q (cfs) Highlighted = 0.31Q Total (cfs) = 0.31Q Capt (cfs) = -0-Q Bypass (cfs) = 3.68Depth at Inlet (in) = 100Efficiency (%) = 2.72Gutter Spread (ft) = 7.35Gutter Vel (ft/s) = -0-Bypass Spread (ft) = -0-Bypass Depth (in) Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Curb Inlet C.B. #2 Curb Inlet = SagLocation = 7.00Curb Length (ft) = 6.00Throat Height (in) = -0-Grate Area (sqft) = -0-Grate Width (ft) = -0-Grate Length (ft) Gutter = 0.063Slope, Sw (ft/ft) = 0.020Slope, Sx (ft/ft) = 2.00Local Depr (in) = 2.00Gutter Width (ft) = -0-Gutter Slope (%) = -0-Gutter n-value Calculations Known QCompute by: = 1.05Q (cfs) Highlighted = 1.05Q Total (cfs) = 1.05Q Capt (cfs) = -0-Q Bypass (cfs) = 4.50Depth at Inlet (in) = 100Efficiency (%) = 6.14Gutter Spread (ft) = 7.35Gutter Vel (ft/s) = -0-Bypass Spread (ft) = -0-Bypass Depth (in) Inlet Report = On gradeLocation = 7.00Curb Length (ft) = 6.00Throat Height (in) = -0-Grate Area (sqft) = -0-Grate Width (ft) = -0-Grate Length (ft) Gutter = 0.063Slope, Sw (ft/ft) = 0.024Slope, Sx (ft/ft) = 2.00Local Depr (in) = 2.00Gutter Width (ft) = 0.02Gutter Slope (%) = 0.016Gutter n-value Calculations Known QCompute by: = 1.00Q (cfs) Highlighted = 1.00Q Total (cfs) = 1.00Q Capt (cfs) = -0-Q Bypass (cfs) = 6.67Depth at Inlet (in) = 100Efficiency (%) = 12.98Gutter Spread (ft) = 0.48Gutter Vel (ft/s) = -0-Bypass Spread (ft) = -0-Bypass Depth (in) Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Curb Inlet C.B. #3 Curb Inlet Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Nov 18 2024 Curb Inlet #4 Curb Inlet Location = On grade Curb Length (ft) = 11.00 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Grate Width (ft) = -0- Grate Length (ft) = -0- Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.005 Local Depr (in) = 2.00 Gutter Width (ft) = 2.00 Gutter Slope (%) = 0.05 Gutter n-value = 0.015 Calculations Compute by: Known Q Q (cfs) = 3.30 Highlighted Q Total (cfs) = 3.30 Q Capt (cfs) = 3.30 Q Bypass (cfs) = -0- Depth at Inlet (in) = 6.09 Efficiency (%) = 100 Gutter Spread (ft) = 45.00 Gutter Vel (ft/s) = 0.64 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Curb Inlet #5 Curb Inlet = On gradeLocation = 7.00Curb Length (ft) = 6.00Throat Height (in) = -0-Grate Area (sqft) = -0-Grate Width (ft) = -0-Grate Length (ft) Gutter = 0.063Slope, Sw (ft/ft) = 0.026Slope, Sx (ft/ft) = 2.00Local Depr (in) = 2.00Gutter Width (ft) = 0.03Gutter Slope (%) = 0.015Gutter n-value Calculations Known QCompute by: = 1.35Q (cfs) Highlighted = 1.35Q Total (cfs) = 1.35Q Capt (cfs) = -0-Q Bypass (cfs) = 6.80Depth at Inlet (in) = 100Efficiency (%) = 12.53Gutter Spread (ft) = 0.64Gutter Vel (ft/s) = -0-Bypass Spread (ft) = -0-Bypass Depth (in) Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Curb Inlet #6 Curb Inlet = On gradeLocation = 7.00Curb Length (ft) = 6.00Throat Height (in) = -0-Grate Area (sqft) = -0-Grate Width (ft) = -0-Grate Length (ft) Gutter = 0.063Slope, Sw (ft/ft) = 0.030Slope, Sx (ft/ft) = 2.00Local Depr (in) = 2.00Gutter Width (ft) = 0.03Gutter Slope (%) = 0.015Gutter n-value Calculations Known QCompute by: = 1.75Q (cfs) Highlighted = 1.75Q Total (cfs) = 1.75Q Capt (cfs) = -0-Q Bypass (cfs) = 7.37Depth at Inlet (in) = 100Efficiency (%) = 12.72Gutter Spread (ft) = 0.70Gutter Vel (ft/s) = -0-Bypass Spread (ft) = -0-Bypass Depth (in) …VMP - Hydrology & Hydraulic Report - Final.docx page 118 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Hydraulic Analysis of: Basin Overflow Calculation Bioinfiltration Basin Overflow Catch Basin Hydraulic Capacity Orifice Calculation (for water depths more than 4”) 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = orifice capacity of grate (cfs) o A = clear opening area (sq. inv.) of the grate o d = depth of water over grate (inches) o Coefficient = 0.0108 Weir Calculation (for water depths less than 4”) 𝑄⬚= 3.33 𝐿 (𝐻)3/2 where: o Q = capacity of grate (cfs) o L = perimeter where flow if present (feet) o H = depth of water over grate (feet) o Coefficient = 3.33 Assumptions: • The basin overflow grate is 50% clogged • All flows are based on the 100-year storm event • For basins not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question Given: • All basins have a 36” x 36” rectangular box with a grate. So clear opening iA s: o 36” * 36” * 50% (for clogging) o = 648 sq. in. • basins have a 36” x 36” rectangular box with a grate. So perimeter L is: o 3’ * 3’ * 50% (for clogging) o = 4.5-feet • Max. depth of water over grate = surface depth - riser depth as shown on detail 24/25 of sheet C- 0.05 of the grading plans • Flow Rates: o All flows are based on the 100-year storm event o For basins not directly analyzed in the Hydrology Study calculations, the assumed flow rate to the basin was prorated from it’s tributary area of the watershed in question as per the SWQMP report Calculation Basin A 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = storm water runoff rate, cfs = 1.36 cfs o A = 648 sq. in. Therefore solve for d: 1.36 = 0.0108 ∗648 ∗ √𝑑 d = 0.04 inches Use Weir Equation Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2 ⬚ where: o L = 4.5-feet Therefore solve for H: 1.36 = 3.33 ∗4.5 ∗(𝐻)3/2 ⬚ H = 0.20 feet Max. ponding = 27-inches – 6-inches = 21 inches = 1.75 feet OK Calculation Basin BC 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = storm water runoff rate, cfs = 1.71 cfs o A = 648 sq. in. Therefore solve for d: 1.71 = 0.0108 ∗648 ∗ √𝑑 d = 0.06 inches Use Weir Equation Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2 ⬚ where: o L = 4.5-feet Therefore solve for H: 1.71 = 3.33 ∗4.5 ∗(𝐻)3/2 ⬚ H = 0.24 feet Max. ponding = 24-inches – 18-inches = 6 inches = 0.5 feet OK Calculation Basin D Area = 0.56 acres (from SWQMP) Impervious = 0.80 (from SWQMP) Q(100) Intensity = 5.4 in/hr (from hydrology calcs.) Therefore:Q = C * I * A = 0.80 * 5.4 * 0.56 = 2.42 cfs 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = storm water runoff rate, cfs = 2.42 cfs o A = 648 sq. in. Therefore solve for d: 2.42 = 0.0108 ∗648 ∗ √𝑑 d = 0.12 inches Use Weir Equation Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2 ⬚ where: o L = 4.5-feet Therefore solve for H: 2.42 = 3.33 ∗4.5 ∗(𝐻)3/2 ⬚ H = 0.30 feet Max. ponding = 18-inches – 9-inches = 9 inches = 0.75 feet OK Calculation Basin E Area = 8.30 acres (from SWQMP) Impervious = 0.39 (from SWQMP) Q(100) Intensity = 5.4 in/hr (from hydrology calcs.) Therefore:Q = C * I * A = 0.39 * 5.4 * 8.03 = 16.91 cfs 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = storm water runoff rate, cfs = 16.91 cfs o A = 648 sq. in. Therefore solve for d: 16.91 = 0.0108 ∗648 ∗ √𝑑 d = 5.8 inches Max. ponding = = OK 34.8 inches – 24-inches 10.8 inches Calculation Basin F Area = 4.48 acres (from SWQMP) Impervious = 0.34 (from SWQMP) Q(100) Intensity = 5.4 in/hr (from hydrology calcs.) Therefore:Q = C * I * A = 0.34 * 5.4 * 4.48 = 8.22 cfs 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = storm water runoff rate, cfs = 8.22 cfs o A = 648 sq. in. Therefore solve for d: 8.22 = 0.0108 ∗648 ∗ √𝑑 d = 1.38 inches Use Weir Equation Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2 ⬚ where: o L = 4.5-feet Therefore solve for H: 8.22 = 3.33 ∗4.5 ∗(𝐻)3/2 ⬚ H = 0.67 feet Max. ponding = 28-inches – 18-inches = 10 inches = 0..83 feet OK Calculation Basin G Area = 5.19 acres (from SWQMP) Impervious = 0.28 (from SWQMP) Q(100) Intensity = 5.4 in/hr (from hydrology calcs.) Therefore:Q = C * I * A = 0.28 * 5.4 * 5.19 = 7.85 cfs 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = storm water runoff rate, cfs = 7.85 cfs o A = 648 sq. in. Therefore solve for d: 7.85 = 0.0108 ∗648 ∗ √𝑑 d = 1.26 inches Use Weir Equation Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2 ⬚ where: o L = 4.5-feet Therefore solve for H: 7.85 = 3.33 ∗4.5 ∗(𝐻)3/2 ⬚ H = 0.65 feet Max. ponding = 24-inches – 9-inches = 15 inches = 1.25 feet OK Calculation Basin H Area = 10.60 acres (from SWQMP) Impervious = 0.36 (from SWQMP) Q(100) Intensity = 5.4 in/hr (from hydrology calcs.) Therefore:Q = C * I * A = 0.36 * 5.4 * 10.60 = 20.61 cfs 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = storm water runoff rate, cfs = 10.61 cfs o A = 648 sq. in. Therefore solve for d: 7.85 = 0.0108 ∗648 ∗ √𝑑 d = 8.67 inches Max. ponding = 33-inches – 20-inches = 13 inches OK Calculation Basin I Area = 0.29 acres (from SWQMP) Impervious = 0.31 (from SWQMP) Q(100) Intensity = 5.4 in/hr (from hydrology calcs.) Therefore:Q = C * I * A = 0.31 * 5.4 * 0.29 = 0.49 cfs 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = storm water runoff rate, cfs = 0.49 cfs o A = 648 sq. in. Therefore solve for d: 0.49 = 0.0108 ∗648 ∗ √𝑑 d = 0.005 inches Use Weir Equation Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2 ⬚ where: o L = 4.5-feet Therefore solve for H: 0.49 = 3.33 ∗4.5 ∗(𝐻)3/2 ⬚ H = 0.10 feet Max. ponding = 24-inches – 6-inches = 18 inches = 1.5 feet OK Calculation Basin J Area = 0.27 acres (from SWQMP) Impervious = 0.24 (from SWQMP) Q(100) Intensity = 5.4 in/hr (from hydrology calcs.) Therefore:Q = C * I * A = 0.24 * 5.4 * 0.27 = 0.35 cfs 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = storm water runoff rate, cfs = 0.35 cfs o A = 648 sq. in. Therefore solve for d: 0.35 = 0.0108 ∗648 ∗ √𝑑 d = 0.003 inches Use Weir Equation Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2 ⬚ where: o L = 4.5-feet Therefore solve for H: 0.35 = 3.33 ∗4.5 ∗(𝐻)3/2 ⬚ H = 0.08 feet Max. ponding = 24-inches – 6-inches = 18 inches = 1.5 feet OK Calculation Basin K 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = storm water runoff rate, cfs = 3.03 cfs o A = 648 sq. in. Therefore solve for d: 0.35 = 0.0108 ∗648 ∗ √𝑑 d = 0.19 inches Use Weir Equation Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2 ⬚ where: o L = 4.5-feet Therefore solve for H: 0.35 = 3.33 ∗4.5 ∗(𝐻)3/2 ⬚ H = 0.34 feet Max. ponding = 24-inches – 6-inches = 18 inches = 1.5 feet OK Calculation Basin L Area = 0.21 acres (from SWQMP) Impervious = 0.28 (from SWQMP) Q(100) Intensity = 5.4 in/hr (from hydrology calcs.) Therefore:Q = C * I * A = 0.28 * 5.4 * 0.21 = 0.32 cfs 𝑄𝑜= 0.0108 𝐴 √𝑑 where: o Qo = storm water runoff rate, cfs = 0.32 cfs o A = 648 sq. in. Therefore solve for d: 0.32 = 0.0108 ∗648 ∗ √𝑑 d = 0.002 inches Use Weir Equation Therefore:𝑄⬚= 3.33 𝐿 (𝐻)3/2 ⬚ where: o L = 4.5-feet Therefore solve for H: 0.32 = 3.33 ∗4.5 ∗(𝐻)3/2 ⬚ H = 0.08 feet Max. ponding = 24-inches – 6-inches = 18 inches = 1.5 feet OK …VMP - Hydrology & Hydraulic Report - Final.docx page 119 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS Hydraulic Analysis of: Rip-rap Rip Rap Sizing Calculations According to San Deigo Regional Standard Drawing D-40: Rip Rap apron length is calculated from: 𝐿𝑎= 4𝐷𝑜 La = Apron Length (ft) Do = Discharge pipe diameter or width of culvert(ft) Rip Rap size is calculated from: Worst Case is 12” pipe so min. length = 4-feet Rip Rap Length @ 12” at slope = 5% Given: Discharge culvert width - Do = 1 feet See Improvement Plans Max. Velocity at Outlet - Vo = 10.0 fps See pipe calc. Therefore: La = 4 *1’ = 4’ => Use 4-foot min. length => Use No. 2 backing rock class Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. <Name> Circular Diameter (ft) Invert Elev (ft) Slope(%) N-Value Calculations Compute by: No. Increments Elev (ft) 101.00 100.00 0 = 1.00 = 100.00 = 2.60 = 0.011 Q vs Depth = 10 1 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Grit Depth, Ye (ft) Top Width (ft) EGL (ft) Section 2 Reach (ft) = 0.90 = 7.235 = 0.74 = 9.71 = 2.50 = 0.98 = 0.60 = 2.37 Depth (fi 3 …VMP - Hydrology & Hydraulic Report - Final.docx page 120 2.0 HYDROLOGY & HYDRAULIC CALCULATIONS 100-Year Storm Documentation of Existing Storm Drain Capacity Hydraulic Analysis Report Project Data Project Title: Veterans Memorial Park Designer: Project Date: Monday, November 18, 2024 Project Units: U.S. Customary Units Notes: Channel Analysis: Channel Analysis: Outlet A Notes: Input Parameters Channel Type: Circular Pipe Diameter: 2.5000 ft Longitudinal Slope: 0.0291 ft/ft Manning's n: 0.0130 Flow: 3.4600 cfs Result Parameters Depth: 0.3781 ft Area of Flow: 0.4673 ft^2 Wetted Perimeter: 1.9972 ft Hydraulic Radius: 0.2340 ft Average Velocity: 7.4041 ft/s Top Width: 1.7915 ft Froude Number: 2.5548 Critical Depth: 0.6104 ft Critical Velocity: 3.7282 ft/s Critical Slope: 0.0042 ft/ft Critical Top Width: 2.15 ft Calculated Max Shear Stress: 0.6866 lb/ft^2 Calculated Avg Shear Stress: 0.4249 lb/ft^2 Channel Analysis: Channel Analysis: Outlet B Notes: Input Parameters Channel Type: Circular Pipe Diameter: 1.5000 ft Longitudinal Slope: 0.0422 ft/ft Manning's n: 0.0130 Flow: 3.7500 cfs Result Parameters Depth: 0.4232 ft Area of Flow: 0.4094 ft^2 Wetted Perimeter: 1.6799 ft Hydraulic Radius: 0.2437 ft Average Velocity: 9.1606 ft/s Top Width: 1.3501 ft Froude Number: 2.9318 Critical Depth: 0.7397 ft Critical Velocity: 4.3193 ft/s Critical Slope: 0.0053 ft/ft Critical Top Width: 1.50 ft Calculated Max Shear Stress: 1.1144 lb/ft^2 Calculated Avg Shear Stress: 0.6417 lb/ft^2 Channel Analysis: Channel Analysis: Outlet C Notes: Input Parameters Channel Type: Circular Pipe Diameter: 2.5000 ft Longitudinal Slope: 0.0425 ft/ft Manning's n: 0.0130 Flow: 57.9700 cfs Result Parameters Depth: 1.5201 ft Area of Flow: 3.1242 ft^2 Wetted Perimeter: 4.4714 ft Hydraulic Radius: 0.6987 ft Average Velocity: 18.5549 ft/s Top Width: 2.4410 ft Froude Number: 2.8903 Critical Depth: 2.3792 ft Critical Velocity: 12.0233 ft/s Critical Slope: 0.0173 ft/ft Critical Top Width: 1.07 ft Calculated Max Shear Stress: 4.0312 lb/ft^2 Calculated Avg Shear Stress: 1.8530 lb/ft^2 Channel Analysis: Channel Analysis: Outlet C (MAX) Notes: Input Parameters Channel Type: Circular Pipe Diameter: 2.5000 ft Longitudinal Slope: 0.0425 ft/ft Manning's n: 0.0130 Depth: 2.5000 ft Result Parameters Flow: 84.5590 cfs Area of Flow: 4.9087 ft^2 Wetted Perimeter: 7.8540 ft Hydraulic Radius: 0.6250 ft Average Velocity: 17.2262 ft/s Top Width: 0.0000 ft Froude Number: 0.0000 Critical Depth: 2.4716 ft Critical Velocity: 17.2615 ft/s Critical Slope: 0.0390 ft/ft Critical Top Width: 0.53 ft Calculated Max Shear Stress: 6.6300 lb/ft^2 Calculated Avg Shear Stress: 1.6575 lb/ft^2 Channel Analysis: Channel Analysis: Outlet E Notes: Input Parameters Channel Type: Circular Pipe Diameter: 3.0000 ft Longitudinal Slope: 0.0390 ft/ft Manning's n: 0.0130 Flow: 87.5400 cfs Result Parameters Depth: 1.7873 ft Area of Flow: 4.3909 ft^2 Wetted Perimeter: 5.2906 ft Hydraulic Radius: 0.8300 ft Average Velocity: 19.9365 ft/s Top Width: 2.9445 ft Froude Number: 2.8770 Critical Depth: 2.8301 ft Critical Velocity: 12.6693 ft/s Critical Slope: 0.0149 ft/ft Critical Top Width: 1.39 ft Calculated Max Shear Stress: 4.3496 lb/ft^2 Calculated Avg Shear Stress: 2.0198 lb/ft^2 Channel Analysis: Channel Analysis: Outlet F Notes: Input Parameters Channel Type: Circular Pipe Diameter: 1.5000 ft Longitudinal Slope: 0.0200 ft/ft Manning's n: 0.0130 Flow: 3.0300 cfs Result Parameters Depth: 0.4596 ft Area of Flow: 0.4591 ft^2 Wetted Perimeter: 1.7597 ft Hydraulic Radius: 0.2609 ft Average Velocity: 6.6002 ft/s Top Width: 1.3830 ft Froude Number: 2.0188 Critical Depth: 0.6621 ft Critical Velocity: 4.0290 ft/s Critical Slope: 0.0051 ft/ft Critical Top Width: 1.49 ft Calculated Max Shear Stress: 0.5735 lb/ft^2 Calculated Avg Shear Stress: 0.3256 lb/ft^2 CITY or OCEANS/DC PAClflC OCEAN )i ~ u' I ~ ~. -- : CITY or V/$TA ,ft ) EfRCOs / ·-/ (( f J \ l \ \. } ) ~ --. -I • . CITY or CNCINITAS VICINITY MAP NO SCALE 'l ' ,,, GRADING AND DRAINAGE PLANS FOR: FARADAY AVENUE • \ __:,,,,;_ \ '-----~ --MAP 823 l \ POR. LOT 'l' ,-.. ----_----------_l_ ~t , __ =( (; .Wr.·--·----.. _. __ . \ / '\ APN 212-(Jt-11 \ C Y OF CARLS D -=:-··-··-··-•:.:__ ·--·~=- ~~/ --;;;:"' -~ -. -0 S 7'. 38( ~ \· ~~ ,(c_ I ' \ \ ------I ----- --- {~; _______ t,J ((~~ KEY MAP SCALE: 1• = 200' RS 10118 APN 212-01-03 --••f5-l50 6·3-99 :1 r .> , 6-J-91 " .. 6-J-19 .J -, 6-J-n I • ~ J-ZJ-19" $, J-2J-99 ..) ... .s J-23-19 J •s J-2J-99,_ s ,4::,-B UILT LEGEND O[SCR/PllON OWG. NO. SYIIBOL PROP[RTY £IN[ . . . . . CEN[[RL/N[ . . . . STORII DRAIN . . . . . . . . . . .Sil[ di TYPE P£R PLAN D-60. . . TYPF 'B' CURB INLET .................. 0-2• di os-1 ... , . -@F--' TYP£ 'F' CATCH BASIN . . . . . . . . . . . . . . . . . 0-7 . . . . . . . . . (21:::: STORII DRAIN Cl£ANOUT (TYPE P£R PLAN) ....... 0-9, 0-10, di D-11 ~::: BROW DITCH ............... D-75•, Sil[ di TYPE PfR PLAN. . . . ~ ~ CONCRE7E l/JG. ..................... 0S-7. . . . . . . . . _..U,_ H[A{)WAll -STRAICH~ . . . . . . . . . . . . . . . . .O-J2 . . . . . . . . . . --::_::__4 HEADWALL -WING, U. .O-J~.0-19A, O..J5 TYP£ PfR PLAN ===< RIP-RAP £N[RCY 01SS/PATOR (TYPE P£R PLANS) . . . .0-~0•. . . . . . . . . . ~ J51/ FINISH[O GRAl)[ SPOT [L[VAnONS. . ..... -. . ...... -. . . . . ..,.--- [XISnNC SPOT [L[VAnoN EXIST/NC CONTOUR . PROPOSED CONTOUR . . . . . . . . . . . . . . . . . . . . -. . , . . --,10-- OAYUCHT UN[, CUT-fill UN£. . .................... . -v-?v.--cuT OR FILL SLOP£ UN[S . . . . . . . . . . . . . . . . ' • • . . . • • • • • • • .. _J _L_ -L.{fllll LIMIT OF WORK FENCE . . . . . . . OUA/L SHEET 2 -Lw-LW- [NV/ROMENTAI. FENCE. . . . . . . . . . . OfTAll SH[[T 2 . SIU F£NC[ . . . . . . . . . . . . . . . . OfTAll SH[[T 14. -EF-[F--·-· CHAIN LINK F[NC[ ...... M-6 ......... . -x-x- • AS l.tOO/F/[0 BY TH[ CITY or CARLSBAD STANOAROS FOIi 0£S/CN ANO CONSTRUCTION or PUBLIC WOI/KS /1.tPRO V[l.t[NTS. l':Jlt•CIO ~ o· so· 200' -----100' 400' SCAL[: 1• = 200' Q£CLARATIQN Of HESPONS/81.£ CHABG£ I H[R[BY {)[CLAR[ THAT I AJI TH[ [NGIN[£R OF WORK FOR THIS PROJ[CT. THAT I HAvf" [X[RCIS[O RESPONSIBLE CHARC[ Ovf"R TH[ O[SICN ON TH[ PROJ[CT AS O[FIN[O IN S[CT!ON 610J OF THE Bl/SIN[SS ANO PROFESSIONS COO[. ANO THAT TH[ O[SICN IS CONS/ST[NT WITH CURRENT STANOAROS. I UNO[RSTANO THAT TH[ CHECK OF PROJ[CT ORA'MNCS ANO SPECIFICATIONS BY THE CITY OF CARLSBAD IS CONFINED TO A RD1tw ONl Y ANO 00£S NOT R[l/M ME, AS [NC/NEER OF HORK, OF UY R[SPONSIBIL!T/£5 FOR PROJECT DES/CN. O'OAY CONSULTANTS, INC. 5900 PASTEUR CT., SUIT[ 100 CARI.SBAI), CAI.IFORNIA 92008 (~V ?_JI-!~~-✓~ OAT£: IZ.· 4-"IS ::JJ(Jll!'IIN.!etiP.~S=-m'-"o/4""'At.:L.!1N'-'C[,""R~!:.>..- R.C.£. ND. C55187 [XP. 6/30/00 SHEET INDEX SHE£T NO. 1 2 J-9 10 11-13 [){SCRIPT/ON TITLE SHEf:T NOl"[S ,t STREU SECTIONS GRADNG ,4M) DRNNACE PWIS SURCHAl?C[ GRAU/IC Pi..A#S STOf/M OIIAIN l'f?ORI.ES 14-15 PL4NT!NG It £/?O.Sl()I{ CONTROi. PLANS " fl£Pt.ACC SIJ!ETS l 5-10. /l .t 15 FOli SHlfTS ·••11-"1 ..,ll ~ -I OF I SE.1NER OISWC DETMS (DM;. NO. J69-2H) Sl,NED 12-4 -18 1V fAClllrATE REVISIOIIS • NOTE: FOR HORIZONTA L COKTROL SE£ SHEETS J ANIJ 9 4, 5, 1, 8, It 11 111'\ Rf:VriE GRAD/JIG , ....... ... .u .,0...,, f!: -~ ----~ A"-AfJD RIP RAP CALL ()(/T ,_..,,.,. .. u. - ,4 Al){) SHT. 1 OF 1 owr;. NO. 369-ZH -· I ,...u . olU , .. . I SH1ET I CITY OF CARLSBAD I SH15 5 I R£l1S£ A.t!,IS 11 2 SHEET 15 ,_II:) __ ...... .,_ REPlACC PfrOFlt.ES 16+50 It J6i-()O SH[£1' 7J ·~~~1 :~ ENGINEERING DEPARTMENT 1/EW-iE PIIOFUS SIEET 11 :.\0•4-CU.I GIW)JNG ANO DRAINAG£ Pl.ANS FOIi: IUMS£ GJW)IIIG SHlFTS 7 .f-a c~~~;?, DESIGNED BY: J.S.T. A.[. DATE: ll£C. 1998 DRAWN BY: O.M., J.T.S. SCALE : AS SHOWN PROJECT MGR.· J.P.S. JOB NO.: 97-1050 s RCE "AS BUil T" EXP. DATE BENCH~ARK: DESCRIPTION: NOS/NGS BRASS CAPI INSIDE A 4 IN. PLASTIC SCRtw CAP rLUSH w TH GROUND. LOCATION: 4.0 MILES NORTH ALONG THE A.T.S.F. RAILROAD, 500 FT. NORTH OF THE PALOMAR AIRPORT ROAD OVERPASS, 14.1 FT. EAST OF THE EAST RAIL, J-2J-P9 ~ J-23-99 1-' 12 -zq .,s ,..l ~s ADD SEWER CASN, . SHa/TEN STOIIM , •. .,~ ..... 1 1~1 , ... FARAOA Y AV£. UIIES 7 It 8. LO¥Eli 1'£D£S7RUN IJNO£KCRDSSNt;, REVISE ./<1 SLOPE 7lJ 2:1 SHcET J nn.c SH££T s " ADI) IIOTF SHEET 2 ~ ,-4-1 -~ APR,,, yt.D ~" c,/~..I 12-t/-t:;¥ '5 • REPiACE .S~f.ET Z S {GN€-O /2~4-418 l -~-'I' \ ') .fl ru.,14. ... _.... LLO'ID B. HUBBS 5900 Posteur Court Civil Engineering Suite 100 Planning Ccrlsbod, Colifornio 92008 Proce-ssirig 760-QJ 1-7700 Surveyin9 Fox: 760-9.31-8680 © 1998 O'D oy Co nsultan ts, Inc. ENGINEER OF WORK: REVIEWED BY: J ~?s=t~ OATE :I Z.·4 -~ ~& JOHN P. STROHIINCER --RCE: C55187 INSPECTOR l--\~-00 DATE I FT. BELOW TRACKS , 0.!> FT. BELOW GROUND ACCESS. RECORD FROM: SAN DIEGO NORTH COUNTY CONTROL BOOK, CONTROL POINT DESIGNATION T 1J07, ELEVATION: 46.668 DATUM M.S.L. ADOE.C PRO::TEC.T .51G.N IZ -22·'8 ,J ,..] /1\ ~ WA'fER'TIQtT .,CINTS ,t UNIJl.'ffCROSSN& /101£5 OATE INITIAL OATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL F,\JDBS\971050\9750AGOI 12-3-98 11 ,32,03 on EST XREF ,97 50AGRD, 9750AS TR, 975DAUTL. 9 750BASE, 9750MAP, 9750T POL 9 75DT PD2, 9 750T P03, 9750TP04, 9750TP05, 9750TP06 CITY ENGIMEER PE 23889 EXPIRES 12-31 -01 DA TE I -f"-"1'11 ~ DWN BY: I PROJECT NO. I DRAWING ND. DATE INITIAL CHKD BY: ~l~ J59J CHY APPROVAL RVWD BY: n,._ 369-2 I I --• OUTLET "A" OUTLET "B" OUTLET "C" l'8+00 \ \ \ \ I ' I ' " II 11 I .! I I ~ 111 1 -I L ;,;-i.....-l_ I Ii 11 -....J, ill 1 ....... ...._I I ----. ~----"" © 1998 O'Do y Cons ultant s, Inc. I t ; ,56. 00-t i-C t ' t l t f 1 f r ._.____._______ - • 7 b--, + 1 20+00 \ \ :i900 Posteur Cour1 Suite 100 Corlsbod, Colitornio 92008 7&l-9Jl-7700 Fox: 760-931-8650 \ -- CMI EngirMtering Pfonnlng Processing SufVeying { Ef ! ' . i 1:-t f l i f j l f r + +-' t ! l t: 21+00 22+00 \ I ' SCALE: HORtl. .. ,· = 40' f-J • vt:HT. ~ 1• = 1'8' ' j I t 23+00 24+00 VE. I t j t L l 25+00 DESIGNED BY: J.S.T., A.E. DATE: DEC. 1998 DRAWN BY: 0.M., J.T.S. SCALE: 1· = 40' "AS BUILT" PROJECT MGR .-J.P.S. JOB NO.: 97-1050 RCE __ _ REVIEWE D BY: OATE:IZ:•4• ~~~ RCE: C55187 INSPECTOR EXP ____ _ DATE DESCRIPTION: NOS/NGS BRASS CAPI INSIDE A 4 IN. PlASTIC SCRtw CAP FLUSH W TH GROUND. LOCATION: 4.0 MILES NORTH ALONG THE A.T.S.F. RAILROAD. 500 n. NORTH OF THE PALOMAR AIRPORT ROAD OVERPASS, 14,1 FT . EAST OF THE EAST RAIL, I FT. BELOW TRACKS, 0.5 FT. BELOW GROUND ACCESS. RECORD FROM: SAN DIEGO NORTH COUNTY CONTROL BOOK, CONTROL POINT DESIGNATION T 1307. ELEVATION: 46.668 DATUM M.S .L. 26+00 l 1 I , . . f f I , f I r I 1 t i } i { J l i . f L ci -J :1 t ,. I' t I r 11~1-- ;lf 11lt 1 t t f 1 il i 1tt le j j -~~ - -~ -=-. -.. . . ---+ --• -~t-.--~t' =-CC-1f=:1:==1:=-'l:_-=tc_ -- F rt r-. - ,i!--';F.-' L -::=.f::=E f" - CENTERLINE DATA o· 10· 40' -----5' 20' 80' SCALE: 1• = 40' ~NO) DELTA/BEARING RADIUS 1 S 1726'26' E -- 2 t:, = 3713'46" 800 .00' 3 S 54'4 0'12" E -- 4 t:,; 3713'46" 833.15' 5 S 54•40•12~ E -- STORM DRAIN ,_NQ, DELTA/BEARING RADIUS LENGTH 1 N 49'09' 1 t E --154.75' 2 N 4(T50'4o W --29.50' 3 t:, -2(T56' 42" 91.00' 33.27' 4 N 19'54'06" W --98.79' 5 N 38' 14 '09" E --27.00' 6 N 28'50'39" E --35.20' FOR STORA/ DRAIN PROl'll£S, S££ SH££T 11 FOR SURCHAR6£ GRADING, S££ SH££T 10 LENGTH 160.72' 519.82' I 19.43' 541.36' 147.75' DATA REMARKS -~' RCP ~ 1350-D 1H RCP ~ 1350-0 18° RCP ~ 1350-0 1H RCP ~ 1350-D 18" RCP ~ 1350-D 18° RCP ~ 1350-D ~ CITY OF CARISBAD I SH1EE5TS I 1-----+--+----------------+---l---l---+---t ~ ENGINEERING DEPARTMENT 1-----+---+----------------+----+----t---+-----t \ GNADINC ANO OH.A/NAG£ PLANS Fqll: FAHAOAY AV£. STA. 18+00.()() TO 26+()().00 F,\JOB S\971050\9750AG04 12-3-98 jQ,54,2 3 c,n EST XREFS,9 750BASE 97501 POL 9'"i0T P03, 9750ASTR, 9750AGDR, 9750AUTL.9750APRD I OUTLET "E" OUTLET "F" OUTLET "A" OUTLET "B" OUTLET "C" Q100 = 3.46 CFS V100 = 7.40 FT/S Q100 = 3.75 CFS V100 = 9.16 FT/S Q100 = 57.97 CFS V100 = 18.55 FT/S OUTLET "E" OUTLET "F" Q100 = 3.03 CFS V100 = 6.60 FT/S PER DWG 381-4A, SYSTEM WAS LATER EXTENDED DURING CONSTRUCTION OF CARLSBAD MUNICIPAL GOLF COURSE (HOLE 12) 36 LF WAS REMOVED AND REPLACED WITH ~315 LF OF 36-IN RCP THROUGH GOLF COURSE, SLOPING AT ~1.5% TO LAGOON OUTLET AT ELEVATION 43.0 (NO PROFILE PROVIDED ON RECORD DRAWING) Q100 = 87.54 CFS V100 = 19.93 FT/S CARLSBAD MUNICIPAL GOLF COURSE LEGEND DESCRIPTION CUT BANK, 2: 1 SLOPE WORK TO BE DONE DWG. NO. SYMBOL v v v v v v v v QUANTITIES PROJECT LEGEND CONTRACT I: MASS GRADING ,t PARTIAL CONTRACT NO. 39=121-1 UTILITIES 2 CITY Of' OCEANSIDE HIGHWAY 78 FILL BANK, 2: 1 SLOPE PROPOSED CONTOUR --oo--- EXISTING CONTOUR --(9o )---->, / / /7"-.,-- HABITAT MANAGEMENT Pl.AN AREA • •· • • • · • • / / / // // / q I?Lt'iN EXIST. DAYLIGHT LINE W/ NATURAL PROJECT BOUNDARY ----- GRASS TRAP (TYP.) SAND TRAP (TYP.) PUTTING GREEN (TYP.) • • • • • • • • • • • · SHEET 1 2 DESCRIPTION TITLE NOTES EASEMENT PLAT GRADING IMPROVEMENT PLANS DETAILS 3 4-33 34,35 36 EROSION CONTROL DETAILS & NOTES A.P.N. 212-01-5,7, 11, 12., 13 212-041-12 TO 36 212-082-01 TO 10 212-081 ~ 01 TO 21 REFERENCE DRAWINGS 500' o· 500' 1000' GRAPHIC SCALE: 1•=500' CONTRACTOR IMPORTANT NOTES 1500' CMWD 86-604, DWG.-3,4,5 & 6 CMWD 85-104, DWG-239-1 SHT. 4,5,6,7,8, 9, 1 0, 11,& 12 CONTRACTOR SHALL 8£ AWAR£ ll!AT £XISTING £/TIUTl£S AR£ SHOWN P£R R£CORO DRAWINGS. WH£R£ £XCAVA TION OCC£/RS O1,f'R EXISTING £/TILITIES TO REMAIN R.S. 1800-1 CARLSBAD TRACT 81-46 CARLSBAD TRACT 85-17 MAP NO. 11298 MAP NO. 12903 381-4 PALOMAR AIRPORT ROAD IMPVTS. 381-4B GOLF' COURSE CLUBHOUSE WATER MAIN. WORK TO BE DONE THE CONTRACTOR SHALL COND£/CT HIS OPERATIONS IN THE MANNER TO PROTECT THE EXISTING £IT/UT/ES FROM CONSTRUCTION LOADS WHICH WOULD DAMAGE THE UT/UT/ES. CONTRACTOR SHALL l,f'R/FY BY POlllOLING AND CONTACTING THE APPROPRIATE £/TILITY OWNER A MINIMUM OF TOO WEEKS IN ADVANCE BEFORE STAR77NG ANY CONSTR£1C77ON. THE GRADING WORK SHALL CONSIST OF THE CONSTRUCTION OF ALL CUTS AND FILLS, REMEDIAL GRADING, DRAINAGE FACILITIES, EROSION CONTROL FACILITIES, AND PLANTING OF PERMANENT LANDSCAPING AND PREPARATION OF AS-BUILTS GRADING PLANS, AS-BUILT GEOLOGIC MAPS AND REPORTS, ALL AS SHOWN OR REQUIRED ON THIS SET OF PLANS AND THE CITY STANDARDS, SPECIFICATIONS, REQUIREMENTS, RESOLUTIONS AND ORDINANCES CITED ON THESE PLANS. THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER. 1. CARLSBAD MUNICIPAL CODE 2. 3. 4. 5. CITY OF CARLSBAD STANDARDS THIS SET OF PLANS THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK). ,, . ',,, '.' • ; ' •.• ' ' '. ' ' :, .\,\ 3 ._.._,,,,,. c; :t\ . ' ,, ' " . ' ',' ' ' ' .. < ·/ '' ' . ---· ,-. . .. , . ' 'I' ,, ,,. '''"'' ;.'' 1·, "' 'f ' ·.• .:;::·: . ,· ,' t.··.:·,, .. _. PROJECT SITE •. ! ' '! \ ', i i ; ·,, .• C, ';•._ ' : ' .. ' .; . PACIFIC OCEAN ! ... VICINITY MAP • NO SCALE CITY Of VISTA CITY OF -....-_._,.. SAN MARCOS GRADED SWALE (DIRECTION OF SURFACE FLOW 1.0% MIN.) PROPOSED SPOT ELEVATION PUBLIC STORM DRAIN 36" RCP STORM DRAIN D= 1350 30" RCP STORM DRAIN D= 1350 24" RCP STORM DRAIN D= 1350 24" RCP STORM DRAIN, WATER TIGHT JOINTS D= 1350 18" RCP STORM DRAIN D= 1350 18" RCP STORM DRAIN, WATER TIGHT JOINTS D= 1350 TYPE "A-4" CLEAN OUT TYPE "F" CATCH BASIN TYPE "G" CATCH BASIN TYPE "B" CURB INLET SIDEWALK UNDERDRAIN 42" RISER C.S.P. -12 GA. (TYP.) (DEPOLLUTANT ONLY) STRAIGHT HEADWALL WING HEADWALL PRIVATE STORM DRAIN 12" PVC STORM DRAIN 12" PVC STORM DRAIN WATER TIGHT JOINTS 8" PVC STORM DRAIN 8" PVC STORM DRAIN WATER, TIGHT JOINTS 6" PVC STORM DRAIN 1 D-9 D-7 D-8, D13, D15 D-2, D-11, D-12 D-25 DS-3 D-30 D-34 SDR-35 SDR-35 SCH.-40 SCH.-40 SCH.-40 4" PERFORATIVE SUBDRAIN PIPE FOR SCH.-40 24"x24" CATCH BASIN "BROOKS" OR SAN DIEGO PRECAST CONCRETE WITH LANDSCAPING GRATE 18"x18" CATCH BASIN "BROOKS"OR SAN DIEGO PRECAST CONCRETE WITH LANDSCAPING GRATE 12"x12" CATCH BASIN "BROOKS"OR SAN DIEGO PRECAST CONCRETE WITH LANDSCAPING GRATE 24"x24" CLEAN OUT "BROOKS" OR SAN DIEGO PRECAST CONCRETE WITH LANDSCAPING GRATE 18"x18" CLEAN OUT "BROOKS"OR SAN DIEGO PRECAST CONCRETE WITH LANDSCAPING GRATE 12"x12" CLEAN OUT "BROOKS"OR SAN DIEGO PRECAST CONCRETE WITH LANDSCAPING GRATE 9i.5 I!] Ii) 191 CUT OFF WALL S-10 ~ RETAINING WALL (PER PLAN, BY SEP ARA TE PERMIT) 1111N 11N 111111 GOLF COURSE HOLE NUMBER No. 18 TYPE "8" BROW DITCH D-75 c:::> PROPOSED PAVED GOLF CART PATH (8' WIDE) 4" CONCRETE CURB (ON SIDES OF CART PAT!,) PROPOSED PAVED SDG&E ONLY ROAD ACCESS (12' WIDE) EXISTING SDG&E ONLY ROAD ACCESS PROPOSED PAVED SDG&E ROAD/GOLF CART PATH (12' WIDE) ROCK RETAINING WALL SANDBAGS (TYP) STABILIZED CONSTRUCTION ENTRANCE f I 1 I l l'x"x"x"l JU TE MAT ·:•:•:•:•:•:•:•:• CONST. SILT FENCE -STAND ALONE -SEE DETAIL@ ■ ■ ■ ■- CONST. SILT FENCE -ADD TO EXIST. ORANGE FENCE -SEE DETAIL@ KUIICJ.J.i,ua .,..- CONST. PROTECTION FENCE 693 LF 1,158 LF 1,501 LF 230 LF 2,139 LF 387 11 EA 11 EA 25 EA 1 EA 1 EA 1 EA 4 EA 41 EA 8,248 LF 402 LF 3,044 LF 255 LF 4,035 LF 28,900 LF 22 EA 41 EA 32 EA 6 EA 4 EA 2 EA 1,248 SF 36,229 SF 9,808 LF 302,485 SF 25,393 LF 47,636 SF 31,780 26,014 SF 4,556 EA 6 EA 6. 7. 8. SOILS REPORT; r>Ar&i, l·'Z-';•"7& +. 1·15-PJ ANl7 AS1C,1St-JPU/1+ l7ATi:I:> '5· 4--ZOOO }8·4-iooo ANli'TttERE:1'\E:17/AL q"'t,JNCi f'!.A~ift-ATE 1O-\T!.171-IZ·OO C.ONTAIN~t, IN THli ~pDJ(Tb. THE SAN DIEGO REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE CITY OF CARLSBAD STANDARDS. INDEX MAP EXIST. SILT FENCES -PER MOWING PLAN EXISTING TEMP. CONST. FENCE PER PHASE 1 (381-4E) EXISTING ORANGE CONST. FENCE PER PHASE 1 (381-4E) INSTALL SIGN, JOINT USE SDG&E AND GOLF CART 263,306 SF 1,890 LF 15,750 LF 1,188 LF (EXIST.) (EXIST.) (EXIST.) CALIFORNIA COASTAL COMMISSION DEVELOPMENT PERMIT CONDITIONS DATED THE SPECIFICATION FOR THE GOLF COURSE, DATED MA!ZCH t,001:, SOURCE OF TOPOGRAPHY TOPOGRAPHIC SHOWN ON THESE PLANS WAS GENERATED FROM INFORMATION GATHERED ON NOVEMBER 1, 1993 BY SAN-LO AERIAL SURVEYS. TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS. CMWD GRADING NOTE NO GRADING SHALL OCCUR OF EXIS77NG DISTRICT FACILITIES WITHO£/T WRITTEN APPROVAL FROM ll-1£ DISTRICT £NC/NEER. DECLARATION ESTIMATED EARTHWORK QUANTITIES 1,114,870 CUT 1,107,BOO FILL * RAW QUANTITIES ONLY ALL GRADING TO BE DONE IN ACCORDANCE WITH THE RECOMENDATIONS IN THE SOILS REPORT. OF RESPONSIBLE CHARGE LEGAL DESCRIPTION THOSE PORTIONS OF SECTION 35, TOWNSHIP 12 SOUTH, RANGE 4 WEST AND SECTION 2, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN, IN THE I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO OFFICIAL Pl.AT THEREOF, SAID PROPERTY BEING MORE PARTICULARLY DESCRIBED IN EXHIBIT "A" OF QUITCLAM DEED RECORDED MARCH 28, 1989 AS FILE NO. 89-157040 OF OFFICIAL RECORDS OF SAID SAN DIEGO COUNTY. PROJECT LOCATION I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBIUTIES FOR PROJECT DESIGN. THIS PROJECT IS LOCATED NORTH OF PALOMAR AIRPORT ROAD EAST OF HIDDEN VALLEY ROAD AND SOUTH OF FARADAY AVENUE. '<'\t-L A.< No. 3B396 Exp. 3/31/0 P&D CONSULTANTS, INC. 8954 RIO SAN DIEGO DRIVE, SUITE 610 SAN DIEGO, CALIFORNIA 92108 .Date: Drawn By: SOILS ENGINEER'S CERTIFICATE I, HAZE RODGERS, A REGISTEREO, CIVIL ENGINEER OF THE STATE OF CALIFORNIA , PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOIL MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE & OR REVIEWED BY ME OR DONE UNDER MY DIRECTION BETWEEN THE DATE OF, JANUARY 23, 1998 TO THE PRESENT, TWO COPIES OF THE SOILS REPORT COMPILED FROM STUDY, WITH THE RECOMMENDATIONS THE CITY ENGINEER. ~~ ~z.~~=--___ _'"r.q._.;-!'.'~·.!o!'.Jor!L.__ __ SIGNED:HAZE ROc:a'ERS DATE R.C.E. 66161 EXPIRES ON: 6/30/06 OWN ER /DEVELOPER I CITY OF CARLSBAD 1635 FARADAY AVE CARLSBAD, CA. 92008 (760) 602-2750 BENCHMARK Design By: PM Review: DESCRIPTION: LOCATION: CONCRETE MONUMENT WITH STANDARD DISC STAMPED ECR. 15 500' SOUTH OF INTERSECTION OF EL CAMINO REAL AND PALOMAR AIRPORT RD., EAST SIDE OF ELCAMINO REAL ALONG FENCE LINE RECORDS FROM: SAN DIEGO COUNTY PRECISE SURVEY LEVEL (R.S. 180D-1) TELE: (619) 291-1475 FAX: (619) 291-1476 D n 1 A. Lee, RCE 38396 '(,t,•bS ,_.. _ __. __ ........, __ _ Expires 3-31-07 Project No.: 175766 296.480 DATUM: USC& G.S. ELEVATION: P:\ENGR\ 175766--carlsbadgolf\ACAD 09 -04\Sheets (Grading Improvement Plans Per Coastal)\Sheet 1.dwg C0MMUNllY SERVICES DEPARTMENT APPROVAL MARK STEYART, R.L.A. RECOMMENDED BY ~ DATE PRINT NAME CARLSBAD MUNICIPAL WATER DISTRICT 4-Z.f-()6 WILLIAM E, PLUMMER DATE DEPUTY CITY ENGINEER, R.C.E. 28176, EXP. 3/31/06 "AS BUILT" &E.0 LITZING-ER RCE 47-544 EXP, _1_2~r-"1~/ _10_ REVIEVED BY. JOl-lN PRZ're:.Y::,Lc\..,\$KI INSPECTOR 10-1,-oB DATE INSTALL SIGN, SDG&E TRUCK CROSSING 10 EA 6 EA PLANNING DEPARTMENT APPROVAL ¼nYIRA SIGNED DATE MICHAEL J. HOLMILLER, Pl.ANNING DIRECTOR RECOMMENDED BY &l:\f?ffe7Z, we,,-»w Q'2-0'Z,· PRINT NAME 10.11.oa ID, AS·B-IJILTS DA TE INITIAL ENGINEER OF WORK REVISION DESCRIPTION PlAN sE-r/\lor~ ~ll£€TG l-:?17,_ ~RA/JIN(i PtANG b/leers 38-4-ti, ""W.4TERLIN'l:PU.NS HDP-97-08 CDP-97-25 SUP-98-02 Cl1Y NO. 39721 DATE INITIAL DATE INITIAL OTHER APPROVAL CITY APPROVAL DATE: 4-5-05 PUBLIC CONTRACT No. 39721 ~ CITY OF CARIBBAD L_!_j ENGINEERING DEPARTMENT GRADING PLANS FOR: CARLSBAD MUNICIPAL GOLF COURSE PHASE.2 APPROV_ED:. WILLl6M fa-fj.~MMER -4/~r✓~= CITY ENGINEER RCE 28176 EXP. 3-31-06 DATE OWN BY: ---PROJECT NO. DRAWING NO. CHKD BY;__ CUP 97-07 381-4A RVVD BY, ' ......... 315.58 f t OUTLET "E" FEMA WSEL 12.0 FT (NAVD 88) 9.8 FT (NGVD 29) From ROS No. 17271 Benchmark 105 has NAVD88 elev. of 47.58 and NGVD29 elev. of 45.41 = 2.17' or approx. 2.2' …VMP - Hydrology & Hydraulic Report - Final.docx page 121 3.0 HYDROLOGY MAP Existing and Proposed Hydrology Maps EXISTING CONDITION 1 HYD-1.1 0 75 150 300 SCALE: 1" = 150' S W E LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 WHITMAN WAYCA N N O N R D . TOLKIEN WAY F A R A D A Y A V E . WATERSHED SUBAREA BORDER 1.2 OUTLET 'A' (48.2±) INV 30" RCP Q(100) = 4.54 cfs AREA = 2.52 ACRES V = 4.4 fps Tc = 8.3 min. 2.2 OUTLET 'B' (49.3±) INV 18" RCP Q(100) = 2.65 cfs AREA = 1.56 ACRES V = 3.8 fps Tc = 9.1 min. 3.2 OUTLET 'C' (45.5±) INV 30" RCP Q(100) = 40.46 cfs AREA = 33.05 ACRES V = 4.5 fps Tc = 15.0 min. 4.2 OUTLET 'D' (94.0±) INV 18" RCP Q(100) = 1.94 cfs AREA = 1.01 ACRES V = 4.7 fps Tc = 7.5 min. 5.2OUTLET 'E' (72.6±) INV 36" RCP Q(100) = 77.48 cfs AREA = 51.15 ACRES V = 10.6 fps Tc = 12.4 min. 6.2 OUTLET 'F' (102.5±) INV 18" RCP Q(100) = 2.68 cfs AREA = 1.37 ACRES V = 4.7 fps Tc = 7.3 min. 7.2 OUTLET 'G' (111.6±) INV 18" RCP Q(100) = 11.01 cfs AREA = 7.17 ACRES v = 4.7 fps Tc = 10.6 min. 2.52 A 1.56 B 1.01 D 33.05 C 46.75 E.1 7.17 G 1.37 F (93.0±) FG (108.0±) FG 1.15 1.1 0.12 ACRES L = 100' L = 6 4 0 ' (115.0±) FG 2.1 (258.0±) FG 3.15 0.11 ACRES L = 100' (268.0±) FG 3.1 (200.0±) FG 4.1 0.11 ACRES L = 100' (186.0±) FG 4.15 L = 3 4 0 ' (309±) FG 5.1 0.30 ACRES L = 100' (280±) FG 5.15 L = 2,365' 4.40 E.2 (126.9±) FL 5.3 0.10 ACRES L = 100' (126.1±) FL 5.35 (95.7±) FL (86.0±) INV 24"5.4 (84.0±) INV 24" SD 5.5 L = 1, 3 2 5 ' L = 1 , 7 3 5 ' L = 82' (158.0±) FG 0.12 ACRES L = 100' (148.0±) FG L = 2 9 0 ' 6.1 6.15 (233.0±) FG 7.1 0.15 ACRES L = 100' (226.0±) FG 7.15 L = 1 , 0 0 0 ' L = 52 5 ' 0.06 ACRES L = 100' (91.0±) FG 2.15 EXISTING STORM DRAIN PROPOSED STORM DRAIN IMPERVIOUS AREA TAB LE WATERSHED NUMBER TOTAL AREA (ACRES) IMPERVIOUS AREA (ACRES) IMPERVIOIUS PERCENTAGE A 2.52 0.00 0% B 1.5600 0.00 0% C 33.05 0.00 0% D 1.01 0.00 0% E.1 46.75 0.00 0% E.2 4.40 2.58 59% F 1.37 0.00 0% G 7.17 0.00 0% 7 MATCHLINE SEE SHEET HYD-1.1-3 SEE SHEET HYD-1.1-4 SEE SHEET HYD-1.1-2 SEE SHEET HYD-1.1-1 SEE SHEET HYD-1.1-5 SEE SHEET HYD-1.1-6 EXISTING CONDITION 2 HYD-1.1-1 0 25 50 100 SCALE: 1" = 50' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE WHITMAN WAY 1.2 OUTLET 'A' (48.2±) INV 30" RCP Q(100) = 4.54 cfs AREA = 2.52 ACRES V = 4.4 fps Tc = 8.3 min. 2.2 OUTLET 'B' (49.3±) INV 18" RCP Q(100) = 2.65 cfs AREA = 1.56 ACRES V = 3.8 fps Tc = 9.1 min. 3.2 OUTLET 'C' (45.5±) INV 30" RCP Q(100) = 40.46 cfs AREA = 33.05 ACRES V = 4.5 fps Tc = 15.0 min. 2.52 A 1.56 B 33.05 C (93.0±) FG (108.0±) FG 1.15 1.1 0.12 ACRES L = 100' L = 6 4 0 ' (115.0±) FG 2.1 L = 2,365' L = 5 2 5 ' 0.06 ACRES L = 100' (91.0±) FG 2.15 F A R A D A Y A V E . SEE SHEET 4 OF 7 SE E S H E E T 3 O F 7 EXISTING CONDITION 3 HYD-1.1-2 0 25 50 100 SCALE: 1" = 50' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE TOLKIEN WAY (258.0±) FG 3.15 0.11 ACRES L = 100' (268.0±) FG3.1 (309±) FG 5.1 0.30 ACRES L = 100' (280±) FG 5.15 SE E S H E E T 2 O F 7 SEE SHEET 5 OF 7 EXISTING CONDITION 4 HYD-1.1-3 0 25 50 100 SCALE: 1" = 50' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE F A R A D A Y A V E . 4.2 OUTLET 'D' (94.0±) INV 18" RCP Q(100) = 1.94 cfs AREA = 1.01 ACRES V = 4.7 fps Tc = 7.5 min. 1.01 D (200.0±) FG 4.1 0.11 ACRES L = 100' (186.0±) FG 4.15 L = 3 4 0 ' SE E S H E E T 5 O F 7 SEE SHEET 2 OF 7 SEE SHEET 6 OF 7 SEE SHEET 3 OF 7 EXISTING CONDITION 5 HYD-1.1-4 0 25 50 100 SCALE: 1" = 50' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE 46.75 E.1 L = 1 , 7 3 5 ' (233.0±) FG 7.1 0.15 ACRES L = 100' (226.0±) FG 7.15 SEE SHEET 3 OF 7 SEE SHEET 7 OF 7 SE E S H E E T 4 O F 7 EXISTING CONDITION 6 HYD-1.1-5 0 25 50 100 SCALE: 1" = 50' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE 5.2OUTLET 'E' (72.6±) INV 36" RCP Q(100) = 77.48 cfs AREA = 51.15 ACRES V = 10.6 fps Tc = 12.4 min. 6.2 OUTLET 'F' (102.5±) INV 18" RCP Q(100) = 2.68 cfs AREA = 1.37 ACRES V = 4.7 fps Tc = 7.3 min. 1.37 F 4.40 E.2 (95.7±) FL (86.0±) INV 24"5.4 (84.0±) INV 24" SD 5.5 L = 1, 3 2 5 ' L = 82' (158.0±) FG 0.12 ACRES L = 100' (148.0±) FG L = 2 9 0 ' 6.1 6.15 F A R A D A Y A V E . SEE SHEET 4 OF 7 SEE SHEET 5 OF 7 SE E S H E E T 7 O F 7 EXISTING CONDITION 7 HYD-1.1-6 0 25 50 100 SCALE: 1" = 50' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE 7.2OUTLET 'G' (111.6±) INV 18" RCP Q(100) = 11.01 cfs AREA = 7.17 ACRES v = 4.7 fps Tc = 10.6 min. 7.17 G (126.9±) FL 5.3 0.10 ACRES L = 100' (126.1±) FL 5.35 L = 1 , 0 0 0 ' FARADAY AVE. SEE SHEET 5 OF 7 SE E S H E E T 6 O F 7 10' 10' ELECTRI C VEHICLEPARKINGONLY ELECTRICVEHICLEPARKING ELECTRICVEHICLEPARKINGONLY ELECTRICVEHICLEPARKINGONLY ELECTRICVEHICLEPARKINGONLY ELECTRICVEHICLEPARKINGONLYELECTRICVEHICLEPARKINGONLY ELECTRICVEHICLEPARKINGONLY ELECTRICVEHICLEPARKING ELECTR I C VEHICL E PARKIN GONLY ELECTRICVEHICLEPARKING ELECTR I CVEHICLE PARKIN GONLY ELECTRICVEHICLEPARKINGONLY ELECTR I C VEHICL E PARKIN GONLY VAN VAN VAN VAN VAN VAN VAN PROPOSED CONDITION 1 HYD-2.1 0 75 150 300 SCALE: 1" = 150' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 CA N N O N R D . TOLKIEN WAY F A R A D A Y A V E . 1.32 A 0.95 D 18.49 C.1 15.88 E.1 7.17 G 1.37 F 18.12 C.2 10.78 E.5 0.36 B.1 7.98 E.3 1.2 OUTLET 'A' (48.2±) INV 30" RCP Q(100) = 3.46 cfs AREA = 1.32 ACRES V = 9.5 fps Tc = 7.2 fps 2.2 OUTLET 'B' (49.3±) INV 18" RCP Q(100) = 3.75 cfs AREA = 0.77 ACRES V = 9.9 fps Tc = 2.9 min. 3.2OUTLET 'C' (45.5±) INV 30" RCP Q(100) = 57.97 cfs AREA = 36.61 ACRES V = 25.2 fps Tc = 8.3 min. 4.2 OUTLET 'D' (94.0±) INV 18" RCP Q(100) = 1.86 cfs AREA = 0.95 ACRES V = 14.8 fps Tc = 7.3 min. 5.2OUTLET 'E' (72.6±) INV 36" RCP Q(100) = 87.54 cfs AREA = 51.21 ACRES V = 18.9 fps Tc = 11.1 min. 6.2 OUTLET 'F' (102.5±) INV 18" RCP Q(100) = 3.03 cfs AREA = 1.37 ACRES V = 13.4 fps Tc = 7.5 min. 7.2 OUTLET 'G' (111.6±) INV 18" RCP Q(100) = 11.01 cfs AREA = 7.17 ACRES V = 4.7 fps Tc = 10.6 min. 3.75 E.6 (95.7±) FL (86.0±) INV 24"5.33 L = 1, 3 2 5 ' L = 85' (258.0±) FG 3.02 0.11 ACRES L = 100' (268.0±) FG 3.01 (309±) FG 5.01 (280±) FG 5.02 (233.0±) FG 7.01 0.15 ACRES L = 100' (226.0±) FG 7.02 (126.9±) FL 5.31 0.10 ACRES L = 100' (126.1±) FL 5.32 82.0 FS 1.02 0.12 ACRES L = 100' 91.8 FS 1.01 L = 275' 55.8 TG 54.7 INV1.03 L = 9 5 ' 68.3 FS 2.01 0.05 ACRES L = 100' 65.7 FL 62.5 INV 2.02 L = 1,815' 87.5 TG 82.5 INV 3.03 L = 7 1 5 ' L = 1, 0 8 5 ' L = 7 8 0 ' 0.33 ACRES 206.0 FS 3.05 0.24 ACRES L = 100' 216.9 FS 3.04 190.0 TG 187.0 INV3.06 204.0 FG4.01 0.11 ACRES L = 100' 178.0 FG4.02 L = 2 7 5 ' 113.0 TG 105.3 INV4.03 L = 1 , 1 4 0 ' 110.0 TG 106.8 INV 5.03 L = 4 9 0 ' 155.0 FS 129.5 TG 126.5 INV 5.17 0.13 ACRES L = 170' 5.16 L = 550 ' 108.3 INV 105.8 INV 160.0 FG 6.01 129.5 TG 126.0 INV 0.17 ACRES L = 145' 6.02 6.03 L = 4 1 5 ' 123.8 TG 117.3 INV 5.07 12.22 E.2 105.3 INV 5.04 L=55' 108.5 TG 103.0 INV 5.15 103.5 TG 99.0 INV5.11 0.60 E.4 (313.0±) FS 5.05 173.0 FS 5.13 247.4 FS5.09 54.3 INV 51.75 INV1.04 L= 2 0 ' 54.3 INV 51.75 INV2.03 L= 6 0 ' L= 8 0 ' 54.8 INV 52.25 INV 3.07 L=75' L = 1 0 5 ' L = 15 0 ' 0.36 ACRES L = 100' (285.0±) FG 5.06 L = 1 , 1 7 0 ' 98.0 INV 5.12 89.9 INV 5.08 81.3 INV 78.8 INV5.18 0.16 ACRES L = 100' 218.0 FS5.10 L = 3 2 5 ' L = 7 0 ' L = 135 ' 153.0 FS5.14 L = 2 3 5 ' 0.12 ACRES L = 100' L = 175' L = 150' L = 90 ' L = 35' L = 1 , 0 0 0 ' 0.41 B.2 WHITMAN WAY 0.30 ACRES L = 100' L= 9 5 ' LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN IMPERVIOUS AREA TAB LE WATERSHED NUMBER TOTAL AREA (ACRES) IMPERVIOUS AREA (ACRES) IMPERVIOIUS PERCENTAGE A 1.32 0.16 12% B.1 0.36 0.08 22% B.2 0.41 0.38 93% C.1 18.49 0.00 0% C.2 18.12 2.65 15% D 0.95 0.00 0% E.1 15.88 0.00 0% E.2 12.22 0.00 0% E.3 7.98 0.00 0 E.4 0.60 0.01 2% E.5 10.78 1.75 16% E.6 3.75 2.58 69% F 1.37 0.01 1% G 7.71 0.00 0% 7 SEE SHEET HYD-2.1-3 SEE SHEET HYD-2.1-4 SEE SHEET HYD-2.1-2 SEE SHEET HYD-2.1-1 SEE SHEET HYD-2.1-5 SEE SHEET HYD-2.1-6 10' ELEC T R I C VEHI C L E PAR K I N G ONLY ELECTRICVEHICLEPARKINGONLY ELECTRICVEHICLEPARKING ELEC T R I C VEHI C L E PAR K I N G ONLY ELE C T R I C VEH I C L E PARK I N G ELEC T R I C VEH I C L E PAR K I N G ONL Y ELEC T R I C VEH I C L E PARK I N G ONLY ELE C T R I C VEHI C L E PAR K I N G ONLY VAN VAN VAN VAN VAN VAN PROPOSED CONDITION 2 HYD-2.1-1 0 25 50 100 SCALE: 1" = 50' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE WHITMAN WAY F A R A D A Y A V E . 18.49 C.1 1.32 A 0.36 B.1 1.2 OUTLET 'A' (48.2±) INV 30" RCP Q(100) = 3.46 cfs AREA = 1.32 ACRES V = 9.5 fps Tc = 7.2 fps 2.2 OUTLET 'B' (49.3±) INV 18" RCP Q(100) = 3.75 cfs AREA = 0.77 ACRES V = 9.9 fps Tc = 2.9 min. 3.2OUTLET 'C' (45.5±) INV 30" RCP Q(100) = 57.97 cfs AREA = 36.61 ACRES V = 25.2 fps Tc = 8.3 min. 82.0 FS 1.02 0.12 ACRES L = 100' 91.8 FS 1.01 L = 275' 55.8 TG 54.7 INV1.03 L = 9 5 ' 68.3 FS 2.01 0.05 ACRES L = 100' 65.7 FL 62.5 INV 2.02 L = 1,815' 87.5 TG 82.5 INV 3.03 L = 7 1 5 ' 54.3 INV 51.75 INV1.04 L= 2 0 ' 54.3 INV 51.75 INV2.03 L= 6 0 ' L= 8 0 ' 54.8 INV 52.25 INV 3.07 L=75' 0.41 B.2 L= 9 5 ' 18.12 C.2 SEE SHEET 4 OF 7 SE E S H E E T 3 O F 7 PROPOSED CONDITION 3 HYD-2.1-2 DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 TOLKIEN WAY (258.0±) FG 3.02 0.11 ACRES L = 100' (268.0±) FG 3.01 (309±) FG 5.01 (280±) FG5.02 0.33 ACRES 206.0 FS 3.05 0.24 ACRES L = 100' 216.9 FS 3.04 190.0 TG 187.0 INV3.06 L = 1 , 1 4 0 ' (313.0±) FS 5.05 0.36 ACRES L = 100' (285.0±) FG 5.06 L = 175' 0.30 ACRES L = 100' 15.88 E.1 18.49 C.1 0 25 50 100 SCALE: 1" = 50' S W E LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE SE E S H E E T 2 O F 7 SEE SHEET 5 OF 7 10' PROPOSED CONDITION 4 HYD-2.1-3 0 25 50 100 SCALE: 1" = 50' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE F A R A D A Y A V E . 0.95 D 18.12 C.2 7.98 E.3 4.2 OUTLET 'D' (94.0±) INV 18" RCP Q(100) = 1.86 cfs AREA = 0.95 ACRES V = 14.8 fps Tc = 7.3 min. L = 7 8 0 ' 204.0 FG4.01 0.11 ACRES L = 100' 178.0 FG4.02 L = 2 7 5 ' 113.0 TG 105.3 INV4.03 L=55'103.5 TG 99.0 INV5.11 247.4 FS5.09 0.16 ACRES L = 100' 218.0 FS5.10 SE E S H E E T 5 O F 7 SEE SHEET 2 OF 7 SEE SHEET 6 OF 7 SEE SHEET 3 OF 7 PROPOSED CONDITION 5 HYD-2.1-4 0 25 50 100 SCALE: 1" = 50' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE 15.88 E.1 (233.0±) FG 7.01 0.15 ACRES L = 100' (226.0±) FG 7.02 110.0 TG 106.8 INV 5.03 123.8 TG 117.3 INV 5.07 12.22 E.2 105.3 INV 5.04 108.5 TG 103.0 INV 5.15 0.60 E.4 173.0 FS 5.13 L = 1 0 5 ' L = 15 0 ' L = 1 , 1 7 0 ' 153.0 FS5.14 L = 2 3 5 ' 0.12 ACRES L = 100' SEE SHEET 3 OF 7 SEE SHEET 7 OF 7 SE E S H E E T 4 O F 7 ELEC T R I C VEHICL E PARK I N G ELECTRIC VEHICLE PARKING ONLY ELECTRIC VEHICLE PARKINGONLY ELECTRICVEHICLEPARKINGONLY ELECTRICVEHICLEPARKINGONLY ELECTRICVEHICLEPARKINGONLY VAN PROPOSED CONDITION 6 HYD-2.1-5 0 25 50 100 SCALE: 1" = 50' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE F A R A D A Y A V E . 1.37 F 10.78 E.5 5.2OUTLET 'E' (72.6±) INV 36" RCP Q(100) = 87.54 cfs AREA = 51.21 ACRES V = 18.9 fps Tc = 11.1 min. 6.2 OUTLET 'F' (102.5±) INV 18" RCP Q(100) = 3.03 cfs AREA = 1.37 ACRES V = 13.4 fps Tc = 7.5 min. (95.7±) FL (86.0±) INV 24"5.33 L = 85' L = 4 9 0 ' 129.5 TG 126.5 INV 5.17 L = 550 ' 108.3 INV 105.8 INV6.03 L = 4 1 5 ' 108.5 TG 103.0 INV 5.15 98.0 INV 5.12 89.9 INV 5.08 81.3 INV 78.8 INV5.18 L = 3 2 5 ' L = 7 0 ' L = 135 ' L = 150' L = 90 ' L = 35' 0.13 ACRES L = 170' SEE SHEET 4 OF 7 SEE SHEET 5 OF 7 SE E S H E E T 7 O F 7 PROPOSED CONDITION 7 HYD-2.1-6 0 25 50 100 SCALE: 1" = 50' S W E DRAWING NUMBER:PREPARED BY: CIVIL ENGINEERING CONSULTING 999 CORPORATE DR., SUITE 100 LADERA RANCH, CA 92694 p: 949.463.8822 e: tec@civtec.net SCALE: DATE: DRAWN BY: CHECKED BY: PLOT DATE:4/7/25 VETERANS MEMORIAL PARK HYDROLOGY MAP CARLSBAD, CA JN 101.176 SHEET ___ OF 2 THOMAS E. CARCELLI, R.C.E. #81640 PER PLAN STAFF TEC4/7/25 4/7/25 7 LEGEND DIRECTION OF RUNOFF DRAINAGE FLOW LINE NODE NUMBER SUBAREA DESIGNATION WATERSHED BORDER ACREAGE 1 0.7 A NOTE: ASSUME ALL SOIL GROUP D. WATERSHED SUBAREA BORDER EXISTING STORM DRAIN PROPOSED STORM DRAIN MATCHLINE FARADAY AVE. 7.17 G 7.2OUTLET 'G' (111.6±) INV 18" RCP Q(100) = 11.01 cfs AREA = 7.17 ACRES V = 4.7 fps Tc = 10.6 min. (126.9±) FL 5.31 0.10 ACRES L = 100' (126.1±) FL 5.32 155.0 FS 5.16 L = 1 , 0 0 0 ' 160.0 FG 6.01 SEE SHEET 5 OF 7 SE E S H E E T 6 O F 7 …VMP - Hydrology & Hydraulic Report - Final.docx page 122 4.0 BACKUP DOCUMENTATION Soil Group Map - Excerpt from County of San Diego Hydrology Manual Project Site …VMP - Hydrology & Hydraulic Report - Final.docx page 123 4.0 BACKUP DOCUMENTATION Rainfall Isopluvials - Excerpt from County of San Diego Hydrology Manual Project Site Project Site Project Site Project Site Project Site Project Site Project Site Project Site …VMP - Hydrology & Hydraulic Report - Final.docx page 124 4.0 BACKUP DOCUMENTATION - Adjustment for P6: From Rainfall Isopluvials Maps: Rainfall Event P6 (in.) P24 (in.) P6/P24 Adjusted P6 (45% to 65% of P24) 2-year 1.3 1.9 0.68 1.2 25-year 2.1 3.6 0.58 2.1 50-year 2.3 4.3 0.53 2.3 100-year 2.7 4.6 0.59 2.7 …VMP - Hydrology & Hydraulic Report - Final.docx page 125 4.0 BACKUP DOCUMENTATION Infiltration Report (by Southern California Geotechnical) 22885 Savi Ranch Parkway Suite E Yorba Linda California 92887 voice: (714) 685-1115 fax: (714) 685-1118 www.socalgeo.com August 7, 2020 RJM Design Group 31591 Camino Capistrano San Juan Capistrano, California 92675 Attention: Mr. Eric Chastain, LLA, LEED AP Principal Landscape Architect Project No.: 19G109-3 Subject: Results of Infiltration Testing Proposed Veterans Memorial Park Faraday Avenue at Whitman Way Carlsbad, California References: Surficial Geologic Mapping, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California, Prepared for RJM Design Group, by Southern California Geotechnical, Inc. (SCG), SCG Project No. 19G109-1, dated July 15, 2019. Geotechnical Investigation, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California, prepared for RJM Design Group, by Southern California Geotechnical, Inc. (SCG), SCG Project No. 19G109-2, dated August 7, 2020. Mr. Chastain: In accordance with your request, we have conducted infiltration testing at the subject site. We are pleased to present this report summarizing the results of the infiltration testing and our design recommendations. Scope of Services The scope of services performed for this project was in general accordance with our Proposal No. 18P372R, dated October 30, 2018. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering analysis to determine the infiltration rates of the onsite soils. The infiltration testing was performed in general accordance with the County of San Diego, Low Impact Development Handbook – Stormwater Management Strategies – Appendix F dated July 2014. San Diego County allows for infiltration testing in small-diameter borings using the falling head method. Site and Project Description The overall site is located at the southeast corner of Whitman Way and Faraday Avenue in Carlsbad, California. The overall site is bounded to the west and south by Faraday Avenue and to the north by Whitman Way, vacant land, and existing single-family residential tracts. The general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 of this report. Proposed Veterans Park – Carlsbad, CA Project No. 19G109-3 Page 2 The subject site consists of the westernmost 48± acres of Veteran’s Memorial Park. Based on information from the client, the eastern portion of Veteran’s Memorial Park is an existing preserve. The park is currently unimproved with dirt trails that are utilized for hiking and/or biking. This area of the park consists of gently sloping terrain with groundcover comprised of heavy native grass, weeds, shrubs with areas of dense large trees. Topographic information was obtained from a plan provided by the client. Based on this plan, topography within the proposed development area consists of rolling hills. Site grades range from elevation 222± feet mean sea level (msl) in the east-central area to 44± feet msl in the northwestern area of the site. Proposed Development Based on the site plan provided to our office, the subject site will be developed with active and passive amenities, open space areas, public art, trails, utilities, parking, playgrounds, a bocce ball court, restrooms, and maintenance facilities. It is also expected that the park will include lighting, trellis shade structures and fencing. The primary structures will include a restroom and catering support structure located in the northwestern region of the site, a Veterans Memorial in the central region of the site, and a second restroom building located in the southern region of the site. We understand that the proposed development may include on-site infiltration to dispose of storm water. Based on the current site layout and conversations with the client, the proposed infiltration systems may consist of relatively shallow bioswales or basins located around the perimeter of the site. The bottom of the proposed bioswales or relatively shallow basins will likely extend to depths of 8± feet below the existing site grades. Concurrent Study SCG recently conducted a geotechnical investigation at the subject site, referenced above. As a part of this study, five (5) borings were advanced to depths of 15 to 50± feet below existing site grades. Native alluvium was encountered at the ground surface at Boring No. B-1. The alluvium consists of medium dense clayey fine sands and stiff to very stiff fine sandy clayey extending to a depth of 32± feet. Boring No. B-1 encountered medium dense clayey fine sands and silty fine sands extending from 32± feet to the maximum depth explored of 50± feet. Native colluvium was encountered at the ground surface at Boring Nos. B-3 through B-5. The colluvium consists of medium dense silty fine sands and stiff fine sandy clays extending to depths of 2½ to 3½± feet. Bedrock of the Santiago Formation was encountered at the ground surface to beneath the colluvium at Borings Nos. B-2 through B-5. The bedrock consists of interbedded medium dense to very dense silty fine-grained sandstone and fine-grained sandy siltstone with very stiff to hard clayey siltstone. The bedrock was weakly cemented and friable with iron oxide staining throughout. Groundwater Groundwater was encountered during drilling at Boring No. B-1 at a depth of 43± feet. However, the boring caved to a depth of 37½± feet. Based on the depth of the water encountered during drilling, the moisture contents of the recovered soil samples, and the caving Proposed Veterans Park – Carlsbad, CA Project No. 19G109-3 Page 3 conditions, the depth to the static groundwater table is considered to have existed at a depth of approximately 43± feet below existing site grades, at the time of the subsurface investigation. SCG reviewed water level data obtained from the California Department of Water Resources website, http://www.water.ca.gov/waterdatalibrary/, and the California State Water Resources Control Board (SWRCB) Geotracker website https://geotracker.waterboards.ca.gov/. However, the nearest monitoring wells on record are located approximately 1.7 to 5.5± miles away from the site. Therefore, this groundwater data would not represent the groundwater at the subject site and is considered irrelevant. Subsurface Exploration Scope of Exploration The subsurface exploration conducted for the infiltration testing consisted of three (3) infiltration test borings, advanced to depths of 8± feet below the existing site grades. The infiltration borings were advanced using a truck-mounted drilling rig, equipped with 8-inch diameter hollow stem augers and were logged during drilling by a member of our staff. The approximate locations of the infiltration test borings (identified as I-1 through I-3) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report. Upon the completion of the infiltration borings, the bottom of each test boring was covered with 2± inches of clean ¾-inch gravel. A sufficient length of 3-inch-diameter perforated PVC casing was then placed into each test hole so that the PVC casing extended from the bottom of the test hole to the ground surface. Clean ¾-inch gravel was then installed in the annulus surrounding the PVC casing. Geotechnical Conditions Alluvium Native alluvium was encountered at the ground surface of Infiltration Boring No. I-1, extending to at least the maximum explored depth of 8± feet. The near-surface alluvium consisted of stiff fine sandy clays with some silt, extending to a depth of 5¾± feet. At depths greater than 5¾± feet, the alluvial soils consist of stiff clayey fine to medium sands with trace iron oxide staining. Colluvium Colluvial soils were encountered during the drilling of Infiltration Boring No. I-3, extending to a depth of 5½± feet below the ground surface these materials consist of medium stiff fine sandy clays with some silt and mottling. Bedrock Bedrock of the Santiago Formation was encountered beneath the ground surface at Infiltration Boring No. I-2 and beneath the colluvium at Infiltration Boring No I-3. The bedrock consists of medium dense fine sandy siltstone interbedded with stiff clayey siltstone extending to at least the maximum explored depth of 8 feet. The bedrock is friable and weakly cemented. Proposed Veterans Park – Carlsbad, CA Project No. 19G109-3 Page 4 Infiltration Testing The infiltration testing was performed in general accordance with the County of San Diego, Low Impact Development Handbook – Stormwater Management Strategies – Appendix F dated July 2014. Pre-soaking The first phase of the infiltration testing consisted of pre-soaking all of the infiltration test holes one day prior to infiltration testing. The pre-soaking process consisted of filling each test boring with clear water so that the water level reaches a level of at least 5 times the hole’s radius above the gravel at the bottom of the holes. Pre-soaking was considered complete after all of the water had percolated through each test hole or after 15 hours since initiating the pre-soak. Infiltration Testing SCG performed the infiltration testing the day following the pre-soaking process. Each test hole was filled with water to a depth of at least 5 times the hole’s radius above the gravel at the bottom of each test hole. Readings were taken at 30-minute intervals for a total of 6 hours at each of the test locations. The water level readings are presented on the spreadsheets enclosed with this report. The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets. The infiltration rates from the test are tabulated in inches per hour. In accordance with the typically accepted practice, it is recommended that the most conservative reading from the latter part of the infiltration tests be used as the design infiltration rate. The rates are summarized below: Infiltration Test No. Depth (feet) Soil Description Infiltration Rate (inches/hour) I-1 8.0 Gray Brown Clayey fine to medium Sand 0.0 I-2 8.0 Light Gray Silty fine to medium grained Sandstone 0.0 I-3 8.0 Light Gray to Gray fine-grained Siltstone, trace medium Sand 0.0 Laboratory Testing Moisture Content The moisture contents for the recovered soil samples were determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs. Grain Size Analysis The grain size distribution of selected soils collected from the base of each infiltration test Proposed Veterans Park – Carlsbad, CA Project No. 19G109-3 Page 5 boring have been determined using a range of wire mesh screens. These tests were performed in general accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of these tests are presented on Plates C-1 through C-3 of this report. Design Recommendations Three (3) infiltration tests were performed at the subject site. As noted above, the infiltration rates at these locations was 0.0 inches per hour. The major factors affecting the lack infiltration at these borings is the presence of bedrock and clays as well as very moist soils at the test depths. Based on the lack of infiltration at the depths tested, infiltration is not considered feasible for this site. Although infiltration is not considered feasible at this site, the client may desire to use storm water disposal systems that do not rely on infiltration at this site. The design of storm water disposal systems should be performed by the project civil engineer, in accordance with the City of Carlsbad and/or County of San Diego guidelines. It is recommended any such systems be designed and constructed to facilitate removal of silt and clay, or other deleterious materials from any water that may enter the system. The presence of such materials would decrease the flow rates through the system. Location of Storm Water Disposal Systems Although no significant infiltration occurred at the test locations, the use of on-site storm water disposal systems which may introduce stormwater into the near surface soils carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Overlying structures and pavements in areas where water is introduced into the on-site soils could potentially be damaged due to saturation of subgrade soils. Systems that introduce water into the near surface soils at this site should be located at least 25 feet away from any structures, including retaining walls. Even with this provision of locating the infiltration systems at least 25 feet from the buildings, it is possible that infiltrating water into the subsurface soils could have an adverse effect on the proposed or existing structures. It should also be noted that utility trenches which happen to collect storm water can also serve as conduits to transmit storm water toward the structure, depending on the slope of the utility trench. Therefore, consideration should also be given to the proposed locations of underground utilities which may pass near the proposed infiltration systems. General Comments This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project. However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer. The design of the proposed storm water infiltration system is the responsibility of the civil engineer. The role of the geotechnical engineer is limited to determination of infiltration rate Proposed Veterans Park – Carlsbad, CA Project No. 19G109-3 Page 6 only. By using the design infiltration rate contained herein, the civil engineer agrees to indemnify, defend, and hold harmless the geotechnical engineer for all aspects of the design and performance of the proposed storm water infiltration system. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and testing depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein. This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed. Closure We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office. Proposed Veterans Park – Carlsbad, CA Project No. 19G109-3 Page 7 Respectfully Submitted, SOUTHERN CALIFORNIA GEOTECHNICAL, INC. Ryan Bremer Staff Geologist Gregory K. Mitchell, GE 2364 Principal Engineer Distribution: (1) Addressee Enclosures: Plate 1 - Site Location Map Plate 2 - Infiltration Test Location Plan Boring Log Legend and Logs (5 pages) Infiltration Test Results Spreadsheets (3 pages) Grain Size Distribution Graphs (3 pages) SITE VETERANS MEMORIAL PARK SCALE: 1" = 2000' DRAWN: RB CHKD: RGT SCG PROJECT 19G109-3 PLATE 1 SITE LOCATION MAP CARLSBAD, CALIFORNIA SOURCE: USGS TOPOGRAPHIC MAP OF THE SAN LUIS REY QUADRANGLE, SAN DIEGO COUNTY, CALIFORNIA, 2018 F A R A D A Y A V E N U E WHITMAN WAY I-1 I-3 I-2 B-1 B-2 B-3 B-4 B-5 PROPOSED PAVILION, RESTROOM, AND CATERING SUPPORT ROOM PROPOSED PLAYGROUND PROPOSED BOCCE BALL COURT PROPOSED PLAYGROUND PROPOSED VETERANS MEMORIAL PROPOSED PICNIC AREAS PROPOSED RESTROOM PROPOSED BIKE PARK TUNNEL NOTE: BASE MAP PREPARED BY CLIENT SCALE: 1" = 200' DRAWN: DRK CHKD: GKM PLATE 2 SCG PROJECT 19G109-3 CARLSBAD, CALIFORNIA VETERANS MEMORIAL PARK INFILTRATION TEST LOCATION PLAN NO R T H So C a l G e o GEOTECHNICAL LEGEND APPROXIMATE BORING LOCATON (SCG PROJECT NO. 19G109-2) APPROXIMATE INFILTRATION TEST LOCATION WATER QUALITY TREATMENT AREAS BORING LOG LEGEND SAMPLE TYPE GRAPHICAL SYMBOL SAMPLE DESCRIPTION AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD MEASUREMENT OF SOIL STRENGTH. (DISTURBED) CORE ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL. TYPICALLY USED ONLY IN HIGHLY CONSOLIDATED BEDROCK. GRAB 1 SOIL SAMPLE TAKEN WITH NO SPECIALIZED EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE. (DISTURBED) CS CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS. DRIVEN WITH SPT HAMMER. (RELATIVELY UNDISTURBED) NSR NO RECOVERY: THE SAMPLING ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR ROCK MATERIAL. SPT STANDARD PENETRATION TEST: SAMPLER IS A 1.4 INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18 INCHES WITH THE SPT HAMMER. (DISTURBED) SH SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED. (UNDISTURBED) VANE VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT CLAYS-NO SAMPLE RECOVERED. COLUMN DESCRIPTIONS DEPTH: Distance in feet below the ground surface. SAMPLE: Sample Type as depicted above. BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more. POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer. GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page. DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3. MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight. LIQUID LIMIT: The moisture content above which a soil behaves as a liquid. PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic. PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve. UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state. SM SP COARSE GRAINEDSOILS SW TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NOFINES SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES LETTERGRAPH POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLEOR NO FINES GC GM GP GW POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE OR NOFINES SILTSAND CLAYS MORE THAN 50% OF MATERIAL ISLARGER THANNO. 200 SIEVE SIZE MORE THAN 50%OF MATERIAL IS SMALLER THANNO. 200 SIEVESIZE MORE THAN 50%OF COARSEFRACTION PASSING ON NO.4 SIEVE MORE THAN 50%OF COARSE FRACTIONRETAINED ON NO.4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES FINEGRAINED SOILS SYMBOLSMAJOR DIVISIONS SOIL CLASSIFICATION CHART PT OH CH MH OL CL ML CLEAN SANDS SC SILTY SANDS, SAND - SILTMIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND ORSILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS SILTS AND CLAYS GRAVELS WITH FINES SAND AND SANDY SOILS (LITTLE OR NO FINES) SANDS WITH FINES LIQUID LIMITLESS THAN 50 LIQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL AND GRAVELLYSOILS (APPRECIABLE AMOUNT OF FINES) (APPRECIABLE AMOUNT OF FINES) (LITTLE OR NO FINES) WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES CLEAN GRAVELS 14 18 18 22 ALLUVIUM: Dark Gray fine Sandy Clay, some Silt, stiff-very moist Gray Brown Clayey fine to medium Sand, trace Iron oxide staining, stiff-very moist Boring Terminated at 8' JOB NO.: 19G109-3 PROJECT: Veterans Park LOCATION: Carlsbad, California BORING NO. I-1 PLATE B-1 DRILLING DATE: 7/16/20 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Daryl Kas FIELD RESULTS PO C K E T P E N . (T S F ) LABORATORY RESULTS CO M M E N T S SURFACE ELEVATION: MSL DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E BL O W C O U N T WATER DEPTH: Dry CAVE DEPTH: --- READING TAKEN: At Completion OR G A N I C CO N T E N T ( % ) 5 GR A P H I C L O G PA S S I N G #2 0 0 S I E V E ( % ) TEST BORING LOG DESCRIPTION TB L 1 9 G 1 0 9 - 3 . G P J S O C A L G E O . G D T 8 / 7 / 2 0 19 23 13 21 SANTIAGO FORMATION (Tsa): Light Gray to Gray Clayey Siltstone interbedded with fine Sandy Siltstone, weakly-cemented, friable, stiff to medium dense-moist to very moist Light Gray Silty fine to medium-grained Sandstone, weakly-cemented, friable, medium dense-very moist to wet Boring Terminated at 8' JOB NO.: 19G109-3 PROJECT: Veterans Park LOCATION: Carlsbad, California BORING NO. I-2 PLATE B-2 DRILLING DATE: 7/16/20 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Daryl Kas FIELD RESULTS PO C K E T P E N . (T S F ) LABORATORY RESULTS CO M M E N T S SURFACE ELEVATION: MSL DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E BL O W C O U N T WATER DEPTH: Dry CAVE DEPTH: --- READING TAKEN: At Completion OR G A N I C CO N T E N T ( % ) 5 GR A P H I C L O G PA S S I N G #2 0 0 S I E V E ( % ) TEST BORING LOG DESCRIPTION TB L 1 9 G 1 0 9 - 3 . G P J S O C A L G E O . G D T 8 / 7 / 2 0 9 28 21 18 COLLUVIUM (Qc): Dark Gray fine Sandy Clay, some Silt, mottled, medium stiff-very moist SANTIAGO FORMATION (Tsa): Light Gray to Gray fine-grained Sandy Siltstone, trace medium sand, weakly-cemented, friable, Iron oxide staining, medium dense-very moist Boring Terminated at 8' JOB NO.: 19G109-3 PROJECT: Veterans Park LOCATION: Carlsbad, California BORING NO. I-3 PLATE B-3 DRILLING DATE: 7/16/20 DRILLING METHOD: Hollow Stem Auger LOGGED BY: Daryl Kas FIELD RESULTS PO C K E T P E N . (T S F ) LABORATORY RESULTS CO M M E N T S SURFACE ELEVATION: MSL DR Y D E N S I T Y (P C F ) DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E BL O W C O U N T WATER DEPTH: Dry CAVE DEPTH: --- READING TAKEN: At Completion OR G A N I C CO N T E N T ( % ) 5 GR A P H I C L O G PA S S I N G #2 0 0 S I E V E ( % ) TEST BORING LOG DESCRIPTION TB L 1 9 G 1 0 9 - 3 . G P J S O C A L G E O . G D T 8 / 7 / 2 0 INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 8.0 (ft) Infiltration Test Hole I-1 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 9:18 AM 5.72 Final 9:48 AM 5.72 Initial 9:48 AM 5.72 Final 10:18 AM 5.72 Initial 10:18 AM 5.72 Final 10:48 AM 5.72 Initial 10:48 AM 5.72 Final 11:18 AM 5.72 Initial 11:18 AM 5.72 Final 11:48 AM 5.72 Initial 11:48 AM 5.72 Final 12:18 PM 5.72 Initial 12:18 PM 5.72 Final 12:48 PM 5.72 Initial 12:48 PM 5.72 Final 1:18 PM 5.72 Initial 1:18 PM 5.72 Final 1:48 PM 5.72 Initial 1:48 PM 5.72 Final 2:18 PM 5.72 Initial 2:18 PM 5.72 Final 2:48 PM 5.72 Initial 2:48 PM 5.72 Final 3:18 PM 5.72 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 12 30.0 0.00 2.28 0.00 10 30.0 0.00 2.28 0.00 11 30.0 0.00 2.28 0.00 8 30.0 0.00 2.28 0.00 9 30.0 0.00 2.28 0.00 6 30.0 0.00 2.28 0.00 7 30.0 0.00 2.28 0.00 4 30.0 0.00 2.28 0.00 5 30.0 0.00 2.28 0.00 2 30.0 0.00 2.28 0.00 3 30.0 0.00 2.28 0.00 Infiltration Testing Proposed Veterans Memorial Park Carlsbad, California 19G109-3 Ryan Bremer 1 30.0 0.00 2.28 0.00 )2Ht(r H(60r)Q avg 19G109-3 Infil Rate Calcs.xls INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 8.0 (ft) Infiltration Test Hole I-2 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 9:11 AM 5.51 Final 9:41 AM 5.51 Initial 9:41 AM 5.51 Final 10:11 AM 5.52 Initial 10:11 AM 5.52 Final 10:41 AM 5.54 Initial 10:41 AM 5.54 Final 11:11 AM 5.55 Initial 11:11 AM 5.55 Final 11:41 AM 5.55 Initial 11:41 AM 5.55 Final 12:11 PM 5.55 Initial 12:11 PM 5.55 Final 12:41 PM 5.56 Initial 12:41 PM 5.56 Final 1:11 PM 5.56 Initial 1:11 PM 5.56 Final 1:41 PM 5.57 Initial 1:41 PM 5.57 Final 2:11 PM 5.57 Initial 2:11 PM 5.57 Final 2:41 PM 5.58 Initial 2:41 PM 5.58 Final 3:11 PM 5.58 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 10 30.0 0.00 2.43 0.00 8 30.0 0.00 2.44 0.00 12 30.0 0.00 2.42 0.00 6 30.0 0.00 2.45 0.00 11 30.0 0.01 2.43 0.02 4 30.0 0.01 2.46 0.02 9 30.0 0.01 2.44 0.02 0.02 3 30.0 0.02 2.47 7 30.0 0.01 2.45 0.02 1 30.0 0.00 2.49 0.00 5 30.0 0.00 2.45 0.00 Proposed Veterans Memorial Park Carlsbad, California 19G109-3 Ryan Bremer Infiltration Testing 2 30.0 0.01 2.49 0.03 )2Ht(r H(60r)Q avg 19G109-3 Infil Rate Calcs.xls INFILTRATION CALCULATIONS Project Name Project Location Project Number Engineer Test Hole Radius 4 (in) Test Depth 8.0 (ft) Infiltration Test Hole I-3 Interval Number Time Time Interval (min) Water Depth (ft) Change in Water Level (ft) Average Head Height (ft) Infiltration Rate Q (in/hr) Initial 9:25 AM 5.22 Final 9:55 AM 5.23 Initial 9:55 AM 5.23 Final 10:25 AM 5.25 Initial 10:25 AM 5.25 Final 10:55 AM 5.28 Initial 10:55 AM 5.28 Final 11:25 AM 5.32 Initial 11:25 AM 5.32 Final 11:55 AM 5.35 Initial 11:55 AM 5.35 Final 12:25 PM 5.37 Initial 12:25 PM 5.37 Final 12:55 PM 5.40 Initial 12:55 PM 5.40 Final 1:25 PM 5.42 Initial 1:25 PM 5.42 Final 1:55 PM 5.44 Initial 1:55 PM 5.44 Final 2:25 PM 5.46 Initial 2:25 PM 5.46 Final 2:55 PM 5.48 Initial 2:55 PM 5.48 Final 3:25 PM 5.50 Per County Standards, Infiltration Rate calculated as follows: Where: Q = Infiltration Rate (in inches per hour) ∆H =Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius ∆t =Time Interval Havg = Average Head Height over the time interval 10 30.0 0.02 2.55 0.03 8 30.0 0.02 2.59 0.03 12 30.0 0.02 2.51 0.03 6 30.0 0.02 2.64 0.03 11 30.0 0.02 2.53 0.03 4 30.0 0.04 2.70 0.06 9 30.0 0.02 2.57 0.03 0.03 3 30.0 0.03 2.74 7 30.0 0.03 2.62 0.04 1 30.0 0.01 2.78 0.01 5 30.0 0.03 2.67 0.04 Proposed Veterans Memorial Park Carlsbad, California 19G109-3 Ryan Bremer Infiltration Testing 2 30.0 0.02 2.76 0.04 )2Ht(r H(60r)Q avg 19G109-3 Infil Rate Calcs.xls Sample Description I-1 @ 6½ to 8 feet Soil Classification Gray Brown Clayey fine to medium Sand Veteran's Park Carlsbad, CA Project No. 19G109-3 PLATE C- 1 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-2 @ 6½ to 8 feet Soil Classification Light Gray Silty fine to medium grained Sandstone Veteran's Park Carlsbad, CA Project No. 19G109-3 PLATE C- 2 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-3 @ 6½ to 8 feet Soil Classification Light Gray to Gray fine grained Siltstone, trace medium Sand Veteran's Park Carlsbad, CA Project No. 19G109-3 PLATE C- 3 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200