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HomeMy WebLinkAboutCT 12-01; Miles Pacific Subdivision; Hydrology Analysis; 2015-06-26DRAINAGE STUDY CT 12-01 PROJECT NO: CDP 12-15 MILES- PACIFIC SUBDIVISION 2373 PIO PICO DRIVE CITY OF CARLSBAD Prepared for: Shea Homes Limited Partnership 9990 Mesa Rim Road, Suite 200 San Diego, CA 92121 Phone: 858-526-6554 Prepared by: bhA, lnc land planning^ civil engineering, surveying ^^T) 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ~ May 24, 2012 Revised January 10, 2013 Revised June 17, 2014 Revised July 23, 2014 Revised October 15,2014 Revised May 5, 2015 Revised June 26, 2015 W.O. 452-1224-600 MM TABLE OF CONTENTS L Discussion: Vicinity Map 4 Purpose and Scope 5 Project Description 5 Study Method 7 HMP Modeling 9 Conclusions 11 Declaration of Responsible Charge 12 II. Exhibits: Existing Hydrology Map & Proposed Hydrology Map 13 in. Calculations: A. Existing Condition Hydrology Calculations 14 100 Year Storm 15 10 Year Storm 19 2 Year Storm 23 B. Developed Condition Hydrology Calculations 27 100 Year Storm 28 10 Year Storm 38 2 Year Storm 48 C. Hydraulic Calculations 58 Detention Basin Outlet Detail 58 Detention Basin Outflow Calculations 60 Detention Basin Outlet Capacity Calculations 78 MS 11-02 Detention Basin Outlet Detail 83 D. Hydraulic Elements Calculations 84 Street Flow Depth on Pio Pico Dr 86 IV. References 89 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying 1. DISCUSSION CT 12-01, 2373 Pio Pico Drive bkA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study ' VICINITY MAP: CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying ' 4 PURPOSE AND SCOPE: The purpose of this report is to publish the results of hydrology and hydraulic computer analysis for the proposed Miles- Pacific Subdivision at 2373 Pio Pico Drive, City of Carlsbad. The proposed project is a 5.4-acre site. The scope is to study the existing and proposed hydrology and hydraulics as it influences the surrounding properties during a lOO-year frequency storm event, and make recommendations to intercept, contain and convey QIOO to the historic point of discharge. PROJECT DESCRIPTION: The Miles- Pacific Subdivision is located at 2373 Pio Pico Drive, Carlsbad, CA, approximately 400 feet north of Las Flores Drive. This 5.4 acre property is surrounded single family residential land north, south, east, and west. The Interstate 5 Freeway is directly west of and adjacent to the project boundary. The site topography is gently sloping from east to west. There is currently one single family residence and a nursery operation on the site. Storm flows affecting the site are limited to the rainfall that lands directly on this property, with a small tributary area west of Pio Pico. In the existing pre-developed condition the storm runoff flows westerly away from Pio Pico Drive, downhill toward the westerly boundary of the subject property. Ultimately, the storm flows cross said westerly property line, and are intercepted by an existing concrete brow ditch along the top of a cut slope within the Cal-Trans right of way. The site currently receives run-on from the property located along the northern project boundary. Run-on from approximately 1.27 acres crosses the project boundary and flows into the existing brow ditch. The offsite area is currently undeveloped but in the process of being developed as discussed below. The foUowing table summarizes the existing condition runoff information from the site including the offsite area north of the project boundary. Please refer to the Existing Condition Hydrology Map for existing drainage patterns and area. TABLE 1—Summary of Existing Conditions Peak Flows Discharge Location Drainage Area (acres) lOO-Year Peak Flow (cfs) Northwest Corner 7.9 9.71 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying The project proposes the development of 17 residential lots and grading of pads, driveways, and the improvement of a 56' onsite general utility easement with 36' curb to curb street widths. The access drive will be Asphalt paving with concrete curb and gutters. The disturbed area is 6.2 acres, which accounts for 0.8 acre area to the south that is being graded to provide cover over the top of a proposed public sewer main extending north from Las Flores Drive. The project as proposed will discharge attenuated storm flows into this same brow ditch at or below the rate of the existing condition. Bio-retention basins are proposed that will serve to detain the calculated increase in runoff created by the proposed development. These basins will serve 3 purposes. First, as analyzed and sized based on the calculations contained herein, they are detention basins to attenuate peak flows during the 100 year frequency storm event. The other two functions of these basins are storm water treatment and hydromodification per the City of Carlsbad SUSMP. Please refer to the Storm Water Management Plan for specific information regarding the sizing and functionality for the treatment and hydromodification of Storm Water. The tables below summarizes the expected cumulative lOO-year peak flow rate. Please refer to the Proposed Condition Hydrology Map for drainage pattems and area. Per the San Diego County rainfaU Isopluvial maps, the design lOO-year rainfall depth for the site area is 2.6 inches. See Hydraulic Calculations section for bioretention basin calculations. Hydraulic, curb inlet, and brow ditch calculations are included in the Hydraulic Elements Calculations section. TABLE 2—Summary of Developed Condition Peak Flows Discharge Location Drainage Area (acres) Undetained lOO-Year Peak Flow (cfs) Detained lOO-Year Peak Flow (cfs) Northwest Corner 6.8 13.30 2.70 TABLE 3—Summary of Pre Vs Post Developed Peak Flows Drainage Area lOO-Year Peak Flow (acres) (cfs) Pre-Developed Condition 7.9 9.71 Post-Developed Undetained Conditions 6.8 13.30 Post-Developed Detained Conditions 6.8 2.70* DIFFERENCE 1.1 -7.01 * This discharge rate reflects the sum of the calculated maximum discharge rates of the two detention basins with the offsite storm flows added. This was done to establish a very conservative CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying maximum QIOO value, representing a worst-case scenario where aU streams are confluencing at Node 100.1 at their fuU QIOO flow at the same time. The neighboring property to the north of the project site, known as MS 11-02, also proposes the development of 3 residential lots and grading of pads, driveways, a private access drive, and a bioretention-detention basin to detain the very minor calculated increase in runoff created by the proposed development. The detention basin has been sized to attenuate peak storm flows during the 100 year frequency storm event based on the City of Carlsbad SUSMP requirements. Although the basin meets the required storage volume to detain 100 year storm flow, any overflow from the basin is aUowed to discharge into a catch basin at the southwest corner of the MS 11-02 project site and be conveyed via storm drain pipe westerly around the perimeter of the CT 12-01, Miles- Pacific project site. The storm drain pipe connects to the proposed outlet pipe of Basin A, which discharges to the existing brow ditch within the Cal-Trans right-of-way. This will require drainage easements along the perimeter of the project for the benefit of the individual project lot owners. Although the MS 11-02 project bioretention basin meets the required storage volume to detain the 100 year storm flow, this study demonstrates that the storm drain facilities have the capacity to accept overflow from the MS 11-02 basin, and that these facilities will discharge at below historical values, achieving the required detainment for the 100 year storm event. See MS 11-02 Detention Basin Outlet Detail for bioretention and outlet details. STUDY METHOD: The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual. The Hydrology and Hydraulic Analysis were done on HydroSoft by Advanced Engineering Software 2013. Design Storm - lOO-year return interval Land Use - Medium Density Residential (4.3 DU/A or less) Soil Type — The site was modeled with Type B hydrologic soils as determined from the NRCS Web Soil Survey. Type B soils have moderate infiltration rates when thoroughly wetted. Rainfall Intensity - Initial time of concentration (Tc) values based on Table 3-2 of the San Diego County Hydrology Manual (SD HM). Rainfall Isopluvial Maps from the SD HM were used to determine Pe for 100 year storm, see References. RainfaU Intensity = I = 7.44x(P6)x(Tc) ^ - 0.645 Pe for 100 year storm = 2.6" Pe for 10 year storm = 1.7" Pe for 2 year storm = 1.2" CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study ^ The Rational Method provided the following variable coefficients: Runoff Coefficients — In accordance with the County of San Diego standards, runoff coefficients were based on land use and soil type. The site consists of soils in hydrologic soil groups of Type-B, see Web Soil Survey in the References section of this report. An appropriate runoff coefficient (C) for each type of land use in the subarea was selected from Table 3-1 of SD HM and multiplied by the percentage of total area (A) included in that class. The sum of the products for all land uses is the weighted runoff coefficient (^[CA]). For all of the landscaped areas, a runoff coefficient assuming 0% impervious was used based on the under-lying soil type, 0.25 for Type-B soils. All streets and driveways were considered 95% impervious, and assigned a runoff coefficient of 0.87. Impervious area from the off-site existing single-family residence was also considered in the Existing Condition Weighted Runoff Coefficient Calculations, due to the residence conveying some of the site's surface runoff to the historic discharge points. Drainage basin areas were determined from the proposed grades shown on the Miles- Pacific Tentative Subdivision Map and 200-scale topographic maps from the County of San Diego. For the Proposed Condition, all pad areas were considered to include a roof and driveway area of 3,400 square feet due to the preliminary nature of this report. At Final Grading, pad areas will also be calculated with a weighted runoff coefficient based on building footprints and final driveway areas. The exhibits show the offsite area, proposed on-site drainage system, on-site subareas, and nodal points. Table 4 below summarizes the Composite C-values calculated in the Existing and Proposed Conditions. TABLE 4—Weighted Runoff Coefficient Value Calculations Existing Hydrology Up Node Down Node Total Acreage Cl Al (acres) C2 A2 (acres) Ccomp 1 3 1.22 0.25 1.11 0.87 0.11 0.31 301 100 6.64 0.25 5.62 0.87 1.02 0.35 Proposed Hyd rology Up Node Down Node Total Acreage Cl Al (acres) C2 A2 (acres) Ccomp 700 510 2.25 0.25 1.23 0.87 1.16 0.60 600 520 2.02 0.25 1.17 0.87 0.85 0.51 Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types. See References. CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying HMP MODELING: The two IMPs are responsible for handling hydromodification requirements for the project site. The bioretention sizing analyses are included in the References section using the bioretention plus vault option. The bioretention basins have been designed with a minimum surface depth of 2.7 feet in Basin A and 3.0 feet in Basin B. The IMPs are comprised of an 18-inch layer of amended soil (a highly sandy, organic rich compost with an infiltration capacity of at least 5 inches/hr) and a 40-inch layer of gravel in Basin A and a 42-inch layer of gravel in Basin B for additional detention to accommodate the French drain system. Below the gravel layer the basins are lined to prevent infiltration into the underlying soil. Flows will discharge from each basin via low flow orifice outlet from a 4-inch perforated pipe within the gravel layer to the receiving outlet storm drain pipe. The outlet pipes wiU discharge to a new catch basin that wiU be installed at the south-west comer of the property. The catch basin will connect to a storm drain system and discharge into the existing brow ditch within the Cal-Trans right of way. A riser stmcture will be constmcted within the IMPs with a 3"-dia orifice set 6-inches above the bottom of the basin, and an emergency overflow set 29-inches (2.4 feet) above the bottom of the basin, such that peak flows can be safely discharged to the receiving storm drain system (see dimensions in the Bioretention Basin Outlet Details). This system wiU control the discharge such that the peak flows will be substantially reduced. The treatment basins are designed as a bio-retention plus vault system with Hydromodification, and are sized using the HMP sizing factors from Table 4-10 of the County of San Diego SUSMP. The basins have been sized to accommodate 4% of the proposed impervious area in the basin area for a total of 4,279 square feet in Basin A and 5,352 square feet in Basin B, as well as 34% of the impervious area in Vi storage volume for a total of 15,918 cubic feet in Basin A and a total of 20,338 cubic feet in Basin B. The County of San Diego's Final HMP states that the ponding layer (surface volume) and gravel storage layer (subsurface volume) can be converted to volumes "so that the project designer can flexibly configure the ponding layer and storage layer to meet site constraints" (see excerpt in Attachments). This has been shown on the plans for the 2373 Pio Pico Project. For instance. Basin A will be configured with a 29-inch ponding layer above the surface for storage volume, and an 18-inch layer of amended soil plus a 40-inch gravel layer with a 40% void ratio below the surface for subsurface volume. Basin B will be configured with a 29-inch ponding layer above the surface for storage volume, and an 18-inch layer of amended soil plus a 42-inch gravel layer with a 40% void ratio below the surface for subsurface volume. The sum of the surface and subsurface storage volume meets the vault volume (Vi storage) requirements of 15,813 cubic feet for Basin A as weU as 20,220 cubic feet for Basin B as illustrated in the DMA/IMP Sizing Exhibit (see Attachments in the SWMP for this project). This sizing requirement creates basins that are vastly oversized for the purpose of Delta Q detention, but that is to the downstream properties advantage and benefit due to the overall reduction in storm water mnoff quantity. The Storm Water quality is met to a high order by the use of the proposed bio-retention plus vault facilities with hydromodification. CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study | ^ Drawdown Calculations The treatment and hydromodification sizing for Basin A and Basin B were calculated using the BMP Calculator from Brown and Caldwell (see References). The lower flow threshold of 0.1 Q2 was selected. Both bioretention basins wiU release treated and detained runoff via a 1.5"-dia low-flow orifice within the gravel layer to single storm drain pipes and into the existing brow ditch along the top of slope at the on ramp from Las Flores Drive to 1-5 North. To ensure compliance with the 72 hour drawdown requirements per Section 6.4.6 of the Final HMP dated March 2011, drawdown calculations are provided in the Detention Basin Outflow Calculations. The calculated drawdown times using the orifice flow calculations from the BMP Calculator for Basin A and B are 20.2 hours and 24.8 hours respectively. Summary of Results The tables below summarize the cumulative 2,10 and lOO-year peak flow rates and detention basin outflow results from both bioretention basins. TABLE 5—Summary of Pre Vs Post Developed Peak Flows- 2,10 and 100-Year Storm Frequency Storm Frequency Existing Condition Proposed Condition Storm Frequency Node Acres Q(cfs) Tc (min) Node Acres CluNDETAINED (cfs) Tc (min) QDETAINED (cfs) lOO-Year 100 7.9 9.71 13.35 100 6.8 13.30 12.54 2.70 10-Year 100 7.9 6.09 14.21 100 6.8 8.59 13.06 1.66 2-Year 100 7.9 4.15 15.09 100 6.8 6.05 13.5 1.19 TABLE 6—Summary of Detention Basin Outflow Results Basin A: Storm Frequency QIN QoUT AQ Max Depth (ft) 100 5.28 0.26 5.02 0.81 10 3.42 0.15 3.27 0.17 2 2.4 0.1 2.3 0.07 Basin B: Storm Frequency QIN QoUT AQ Max Depth (ft) 100 5.86 0.28 5.58 0.71 10 3.79 0.13 3.66 0.10 2 2.65 0.09 2.56 0.07 CT 12-01, 2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying CONCLUSION: The development of Miles Pacific Tentative Subdivision Map will disturb approximately 6.2 acres of land or 100% of the total site plus 0.8 acres offsite to the south. The ultimate buildout will conform to the existing zoning and general plan designation with a proposed density of 3.15 DU/AC. This increase in developed impervious area is the sole contributor to the increase in total storm runoff collected at the proposed detention basins. The detention basins as proposed have the capacity to hold the required 15,813 CF (Basin A) and 20,220 CF (Basin B), see the SWMP Report for this project. Runoff routing by grading flat pads and increasing the overall Time of Concentration, and the implementation of two detention basins, as proposed with this project is particularly effective at mitigating the potential impacts that development can have on storm water runoff. It is our professional opinion that the recommendations provided in this report, and the drainage system as proposed on the CT 12-01, Miles- Pacific Tentative Subdivision Map effectively intercept, contain, detain and convey the expected storm water runoff generated by this property and neighboring property MS 11-02 to the historic discharge point at pre-development conditions. CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study i , , DECLARATION OF RESPONSIBLE CHARGE 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. I understand that the check of project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work, of my responsibilities for project design. 12^ Ronald L. Holloway RC.E. Date CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study II. EXHIBITS EXISTING HYDROLOGY MAP & PROPOSED HYDROLOGY MAP CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study 1 •] IIL CALCULATIONS A. EXISTING HYDROLOGY CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study , . 100 YEAR EXISTING CONDITION HYDROLOGY RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 ************************** DESCRIPTION OF STUDY ************************** * Existing Condition Hydrology Analysis 8/31/12 bl * * 100 Year Storm, Type B Soil, Existing Greenhouse Not Considered * * See Exhibit A for Hydrology Node Location Map * ************************************************************************** FILE NAME: 1214E100.DAT TIME/DATE OF STUDY: 13:53 10/03/2014 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 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 1.00 TO NODE 2.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 114.30 DOWNSTREAM ELEVATION(FEET) = 109.50 ELEVATION DIFFERENCE(FEET) = 4.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.000 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study ' i i, 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.514 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.17 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 109.50 DOWNSTREAM(FEET) = 94.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 351.00 CHANNEL SLOPE = 0.0427 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.944 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.23 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 4.77 Tc(MIN.) = 11.77 SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 1.43 AREA-AVERAGE RUNOFF COEFFICIENT = 0.310 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 1.55 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 1.57 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00= 431.00 FEET. *********************^****************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 94.50 DOWNSTREAM(FEET) = 77.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 495.00 CHANNEL SLOPE = 0.0354 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.55 FLOW VELOCITY(FEET/SEC.) = 1.76 FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 4.69 Tc(MIN.) = 16.46 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 = 926.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 300.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 107.00 DOWNSTREAM ELEVATION(FEET) = 102.00 ELEVATION DIFFERENCE(FEET) = 5.00 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study ! 6 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.895 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.102 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 200.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 102.00 DOWNSTREAM(FEET) = 78.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 495.00 CHANNEL SLOPE = 0.0479 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.059 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.46 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 3.36 Tc(MIN.) = 11.25 SUBAREA AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 2.47 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 2.67 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 3.08 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 200.00 = 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 100.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.30 DOWNSTREAM(FEET) = 77.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0033 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.636 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.18 AVERAGE FLOW DEPTH(FEET) = 0.73 TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 13.35 SUBAREA AREA(ACRES) = 4.76 SUBAREA RUNOFF(CFS) = 6.06 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 8.45 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.87 FLOW VELOCITY(FEET/SEC.) = 3.51 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 100.00 = 995.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY«<« CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study i ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 8.45 13.35 LONGEST FLOWPATH FROM NODE INTENSITY AREA (INCH/HOUR) (ACRE) 3.636 6.64 301.00 TO NODE 100.00 995.00 FEET. MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 1.55 16.46 LONGEST FLOWPATH FROM NODE INTENSITY (INCH/HOUR) 3.177 1.00 TO NODE AREA (ACRE) 1.27 100.00 926.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 9.71 8.93 Tc (MIN.) 13 .35 16.46 INTENSITY (INCH/HOUR) 3.636 3.177 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.71 Tc(MIN.) = TOTAL AREA(ACRES) = 7.9 13 .35 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 7.9 TC(MIN.) = 9.71 13 .35 END OF RATIONAL METHOD ANALYSIS CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying ^ 18 10 YEAR EXISTING CONDITION HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2 003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 10 Year Storm, Existing Condition Hydrology Analysis 8/31/12 bl * * * * * ************************************************************************** FILE NAME: 1214E100.DAT TIME/DATE OF STUDY: 14:19 10/03/2014 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 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 (Maximtam 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 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 114.30 DOWNSTREAM ELEVATION(FEET) = 109.50 ELEVATION DIFFERENCE(FEET) = 4.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.000 CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study , 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.605 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 109.50 DOWNSTREAM(FEET) = 94.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 351.00 CHANNEL SLOPE = 0.0427 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY{INCH/HOUR) = 2.507 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.57 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.10 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 5.29 Tc(MIN.) = 12.29 SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 0.91 AREA-AVERAGE RUNOFF COEFFICIENT = 0.310 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 0.99 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 431.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 94.50 DOWNSTREAM(FEET) = 77.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 495.00 CHANNEL SLOPE = 0.0354 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.99 FLOW VELOCITY(FEET/SEC.) = 1.48 FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 5.57 Tc(MIN.) = 17.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 = 926.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 300.00 IS CODE »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 21 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 107.00 DOWNSTREAM ELEVATION(FEET) = 102.00 ELEVATION DIFFERENCE(FEET) = 5.00 CT 12-01, 2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.895 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.33 6 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.16 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 200.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 102.00 DOWNSTREAM(FEET) = 78.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 495.00 CHANNEL SLOPE = 0.0479 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.566 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.96 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.08 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 3.96 Tc(MIN.) = 11.86 SUBAREA AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 1.56 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 1.69 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 2.57 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 200.00 = 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 100.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.30 DOWNSTREAM(FEET) = 77.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0033 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.283 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.59 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.83 AVERAGE FLOW DEPTH(FEET) = 0.58 TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 14.21 SUBAREA AREA(ACRES) = 4.76 SUBAREA RUNOFF(CFS) = 3.80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 5.31 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.71 FLOW VELOCITY(FEET/SEC.) = 3.11 LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 100.00 = 995.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study ' ^ | ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 5.31 14.21 LONGEST FLOWPATH FROM NODE INTENSITY AREA (INCH/HOUR) (ACRE) 2.283 6.64 301.00 TO NODE 100.00 995.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.99 17 . 87 1.970 1.27 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 = 926.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.09 14.21 2.283 2 5.57 17.87 1.970 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK FLOW RATE(CFS) = 6 .09 Tc(MIN.) 14.21 TOTAL AREA(ACRES) = 7 . 9 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.9 TC(MIN.) 14.21 PEAK FLOW RATE(CFS) = 6.09 END OF RATIONAL METHOD ANALYSIS CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying 2 YEAR EXISTING CONDITION HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 2 Year Storm, Existing Condition Hydrology Analysis 8/31/12 bl * ************************************************************************** FILE NAME: 1214E100.DAT TIME/DATE OF STUDY: 14:32 10/03/2014 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) = 3.00 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 (Maximuin 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 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 114.30 DOWNSTREAM ELEVATION(FEET) = 109.50 ELEVATION DIFFERENCE(FEET) = 4.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.545 CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.08 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.00 RAIN INTENSITY(INCH/HOUR) = 2.54 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 109.50 DOWNSTREAM(FEET) = 94.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 351.00 CHANNEL SLOPE = 0.0427 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.710 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.43 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.98 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 5.97 Tc(MIN.) = 12.97 SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 0.62 AREA-AVERAGE RUNOFF COEFFICIENT = 0.322 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 0.69 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 431.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM (FEET) = 94.50 DOWNSTREAM (FEET) = 77.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 495.00 CHANNEL SLOPE = 0.0354 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.69 FLOW VELOCITY(FEET/SEC.) = 1.35 FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 6.13 Tc(MIN.) = 19.09 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 = 926.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE = 10 >>»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 «<« **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 300.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study ?4 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 107.00 DOWNSTREAM ELEVATION(FEET) = 102.00 ELEVATION DIFFERENCE(FEET) = 5.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.895 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.355 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.12 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 200.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 102.00 DOWNSTREAM(FEET) = 78.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 495.00 CHANNEL SLOPE = 0.0479 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.752 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.80 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 4.59 Tc(MIN.) = 12.48 SUBAREA AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 1.07 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 1.15 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.31 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 200.00 = 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 100.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 7 8.30 DOWNSTREAM(FEET) = 77.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0033 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.551 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.56 AVERAGE FLOW DEPTH(FEET) = 0.49 TRAVEL TIME(MIN.) = 2.61 Tc(MIN.) = 15.09 SUBAREA AREA(ACRES) = 4.76 SUBAREA RUNOFF(CFS) = 2.58 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 3.60 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.59 FLOW VELOCITY(FEET/SEC.) = 2.80 CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study LONGEST FLOWPATH FROM NODE 301.00 TO NODE 100.00 = 995.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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 3.60 15.09 1.551 6.64 LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 100.00 = 995.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.69 19.09 1.332 1.25 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00= 926.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.15 15.09 1.551 2 3.78 19.09 1.332 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.15 Tc(MIN.) = 15.09 TOTAL AREA(ACRES) = 7.9 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.9 TC(MIN.) = 15.09 PEAK FLOW RATE(CFS) = 4.15 END OF RATIONAL METHOD ANALYSIS CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study 7(, B. DEVELOPED CONDITION HYDROLOGY CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study 97 100 YEAR DEVELOPED CONDITION HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR PROPOSED HYDROLOGY ANALYSIS * * 2373 PIO PICO DR * * SEE HYDROLOGY MAP FOR NODE LOCATIONS, AND BASIN INFORMATION * ************************************************************************** FILE NAME: 1214P100.DAT TIME/DATE OF STUDY: 15:05 05/05/2015 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 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 0.0313 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 701.00 TO NODE 700.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 UPSTREAM ELEVATION(FEET) = 96.30 DOWNSTREAM ELEVATION(FEET) = 95.30 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.83 9 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study 2g THE MAXIMUM OVERLAND FLOW LENGTH = 66.36 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.427 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 510.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 95.30 DOWNSTREAM ELEVATION(FEET) = 82.21 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 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) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 12.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.892 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.588 SUBAREA AREA(ACRES) = 2.36 SUBAREA RUNOFF(CFS) = 5.51 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 5.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.02 FLOW VELOCITY(FEET/SEC.) = 4.40 DEPTH*VELOCITY(FT*FT/SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 510.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 509.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 82.21 DOWNSTREAM(FEET) = 82.00 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.18 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.86 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.04 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 509.00 = 623.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 101.00 IS CODE = 41 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study [ 99 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 77.49 DOWNSTREAM(FEET) = 77.40 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 7.46 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.86 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.08 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 101.00 = 641.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 101.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 109.00 DOWNSTREAM ELEVATION(FEET) = 103.50 ELEVATION DIFFERENCE(FEET) = 5.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.668 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.804 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.02 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.95 RAIN INTENSITY(INCH/HOUR) = 5.08 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 103.50 DOWNSTREAM{FEET) = 94.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 246.00 CHANNEL SLOPE = 0.0374 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.605 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.14 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.14 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 1.31 CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study ' Tc(MIN.) = 9.26 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.08 AREA-AVERAGE RUNOFF COEFFICIENT = 0.413 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 3.22 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 346.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 94.30 DOWNSTREAM(FEET) = 80.05 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0460 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.202 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.21 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.66 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 10.67 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.08 AREA-AVERAGE RUNOFF COEFFICIENT = 0.336 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.24 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 3.78 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 656.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 519.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 80.05 DOWNSTREAM(FEET) = 78.05 FLOW LENGTH (FEET) = 68.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.20 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.24 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 10.94 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 519.00 = 724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 519.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.94 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.24 **************************************************************************** CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study ' ^1 FLOW PROCESS FROM NODE 601.00 TO NODE 600.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 105.30 DOWNSTREAM ELEVATION(FEET) = 104.30 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.789 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.441 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 520.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 104.30 DOWNSTREAM ELEVATION(FEET) = 84.20 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 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) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 11.65 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.970 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.503 SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 4.76 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 5.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.60 FLOW VELOCITY(FEET/SEC.) = 5.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 520.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 519.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 84.22 DOWNSTREAM(FEET) = 82.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 20.00 CHANNEL SLOPE = 0.0660 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.28 FLOW VELOCITY(FEET/SEC.) = 6.50 FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 11.70 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 519.00= 620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 519.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.70 RAINFALL INTENSITY(INCH/HR) = 3.96 TOTAL STREAM AREA(ACRES) = 2.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.24 10.94 4.135 0.17 2 5.28 11.70 3.959 2.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.17 10.94 4.135 2 5.51 11.70 3.959 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.51 Tc(MIN.) = 11.70 TOTAL AREA(ACRES) = 2.8 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 519.00 = 724.00 FEET. ************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 101.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.05 DOWNSTREAM(FEET) = 77.40 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 7.01 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.51 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 12.01 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 101.00 = 854.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 101.00 IS CODE = 11 CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study i »»>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 5.51 12.01 3.893 2.81 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 101.00 = 854.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.86 12.08 3.878 2.56 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 101.00 = 641.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.33 12.01 3.893 2 11.35 12.08 3.878 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.35 Tc(MIN.) = 12.08 TOTAL AREA(ACRES) = 5.4 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 100.10 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 77.40 DOWNSTREAM(FEET) = 77.30 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 6.42 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.35 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.13 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 100.10 = 872.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 100.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.13 RAINFALL INTENSITY(INCH/HR) = 3.87 TOTAL STREAM AREA(ACRES) = 5.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.35 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 201.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 104.50 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study ' -^^ DOWNSTREAM ELEVATION(FEET) = 102.00 ELEVATION DIFFERENCE(FEET) = 2.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.2 91 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 92.50 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.943 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 200.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 102.00 DOWNSTREAM(FEET) = 82.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 560.00 CHANNEL SLOPE = 0.0357 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.372 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.19 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.36 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 10.03 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.57 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.93 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 5.98 LONGEST FLOWPATH FROM NODE 2 02.00 TO NODE 200.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 199.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 78.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.00 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.93 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.07 LONGEST FLOWPATH FROM NODE 2 02.00 TO NODE 199.00 = 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 100.10 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<« ELEVATION DATA: UPSTREAM(FEET) = 78.00 DOWNSTREAM(FEET) = 77.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 210.00 CHANNEL SLOPE = 0.0029 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.982 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.30 AVERAGE FLOW DEPTH(FEET) = 0.45 TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 11.59 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 1.93 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 2.28 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 100.10 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 100.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.59 RAINFALL INTENSITY(INCH/HR) = 3.98 TOTAL STREAM AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.35 12.13 3.868 5.37 2 1.93 11.59 3.982 1.06 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.78 11.59 3.982 2 13.22 12.13 3.868 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.22 Tc(MIN.) = 12.13 TOTAL AREA(ACRES) = 6.4 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 100.10 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 100.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 77.40 DOWNSTREAM(FEET) = 77.00 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.015 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 7.48 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.22 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 12.54 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 100.00 = 1085.00 FEET. CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study 36 **************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 100.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.786 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5205 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 6.8 TOTAL RUNOFF(CFS) = 13.30 TC(MIN.) = 12.54 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.10 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 6.8 TC(MIN.) 13 .30 12.54 END OF RATIONAL METHOD ANALYSIS CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying .1 / 10 YEAR DEVELOPED CONDITION HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 FILE NAME: 1214P100.DAT TIME/DATE OF STUDY: 15:09 05/05/2015 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 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 701.00 TO NODE 700.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 UPSTREAM ELEVATION(FEET) = 96.30 DOWNSTREAM ELEVATION(FEET) = 95.30 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.839 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66.36 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.894 SUBAREA RUNOFF(CFS) = 0.2 6 CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study j TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 510.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»» (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 95.30 DOWNSTREAM ELEVATION(FEET) = 82.21 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 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) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 12.22 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.517 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.588 SUBAREA AREA(ACRES) = 2.36 SUBAREA RUNOFF(CFS) = 3.56 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 3.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.14 FLOW VELOCITY(FEET/SEC.) = 3.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 510.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 509.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 82.21 DOWNSTREAM(FEET) = 82.00 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.39 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.79 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.25 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 509.00 = 623.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 101.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 77.49 DOWNSTREAM(FEET) = 77.40 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study f -^g FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.83 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.79 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.31 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 101.00 = 641.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 101.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 109.00 DOWNSTREAM ELEVATION(FEET) = 103.50 ELEVATION DIFFERENCE(FEET) = 5.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.668 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.141 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.02 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.95 RAIN INTENSITY(INCH/HOUR) = 3.32 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<« ELEVATION DATA: UPSTREAM(FEET) = 103.50 DOWNSTREAM(FEET) = 94.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 246.00 CHANNEL SLOPE = 0.0374 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.011 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.13 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.14 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 9.26 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.05 AREA-AVERAGE RUNOFF COEFFICIENT = 0.52 9 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.14 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 3.20 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 346.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 94.30 DOWNSTREAM(FEET) = 80.05 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0460 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.739 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.17 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.54 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 10.72 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.05 AREA-AVERAGE RUNOFF COEFFICIENT = 0.398 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.19 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 3.74 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 656.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 519.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 80.05 DOWNSTREAM(FEET) = 78.05 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.86 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.19 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 11.01 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 519.00 = 724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 519.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.01 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.19 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 600.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study j ., USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 105.30 DOWNSTREAM ELEVATION(FEET) = 104.30 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.789 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.904 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.3 8 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 520.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »»>( STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 104.30 DOWNSTREAM ELEVATION(FEET) = 84.20 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 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) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 11.83 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.570 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.503 SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 3.08 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 3.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.87 FLOW VELOCITY(FEET/SEC.) = 4.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 520.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 519.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 84.22 DOWNSTREAM(FEET) = 82.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 20.00 CHANNEL SLOPE = 0.0660 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study I 42 '•) MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 3.42 FLOW VELOCITY(FEET/SEC.) = 5.51 FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.89 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 519.00 = 620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 519.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.89 RAINFALL INTENSITY(INCH/HR) = 2.56 TOTAL STREAM AREA(ACRES) = 2.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.19 11.01 2.692 0.17 2 3.42 11.89 2.561 2.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.35 11.01 2.692 2 3.59 11.89 2.561 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.59 Tc(MIN.) = 11.89 TOTAL AREA(ACRES) = 2.8 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 519.00 = 724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 101.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.05 DOWNSTREAM(FEET) = 77.40 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.57 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.59 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 12.37 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 101.00 = 854.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 101.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study [ ^ NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.59 12.37 2.498 2.81 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 101.00 = 854.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.79 12.31 2.505 2.56 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 101.00 = 641.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.37 12.31 2.505 2 7.37 12.37 2.498 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.37 Tc(MIN.) = 12.37 TOTAL AREA(ACRES) = 5.4 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 100.10 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 77.40 DOWNSTREAM(FEET) = 77.30 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.92 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.37 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.43 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 100.10 = 872.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 100.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL ITOMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.43 RAINFALL INTENSITY(INCH/HR) = 2.49 TOTAL STREAM AREA (ACRES) = 5.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.37 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 201.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 104.50 DOWNSTREAM ELEVATION(FEET) = 102.00 ELEVATION DIFFERENCE(FEET) = 2.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.291 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 92.50 (Reference: Table 3-IB of Hydrology Manual) CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study \ 44 THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.232 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 200.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 102.00 DOWNSTREAM(FEET) = 82.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 560.00 CHANNEL SLOPE = 0.0357 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.817 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.77 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.74 AVERAGE FLOW DEPTH(FEET) = 0.2 9 TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 10.26 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.01 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.24 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.34 FLOW VELOCITY(FEET/SEC.) = 5.36 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 200.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 199.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 78.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.64 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.24 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.31 LONGEST FLOWPATH FROM NODE 2 02.00 TO NODE 199.00 = 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 100.10 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.00 DOWNSTREAM(FEET) = 77.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 210.00 CHANNEL SLOPE = 0.0029 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.545 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.29 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.05 AVERAGE FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN.) = 1.70 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study [ Tc(MIN.) = 12.01 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) 0.09 1.24 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 2.04 LONGEST FLOWPATH FROM NODE 2 02.00 TO NODE 100.10 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 100.10 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.01 RAINFALL INTENSITY(INCH/HR) = 2.54 TOTAL STREAM AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.24 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.37 12.43 2.490 5.37 2 1.24 12.01 2.545 1.06 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.37 12.01 2.545 2 8.59 12.43 2.490 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.59 Tc(MIN.) = 12.43 TOTAL AREA(ACRES) = 6.4 LONGEST FLOWPATH FROM NODE 2 02.00 TO NODE 100.10 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 100.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 77.40 DOWNSTREAM(FEET) = 77.00 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.015 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.86 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.59 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 13.06 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 100.00 = 1085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 100.00 IS CODE = 81 >>>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying , , . _ _ • ' 46 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.411 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5220 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 6.8 TOTAL RUNOFF(CFS) = 8.59 TC(MIN.) = 13.06 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.10 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.8 TC(MIN.) = 13.06 PEAK FLOW RATE(CFS) = 8.59 END OF RATIONAL METHOD ANALYSIS CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study [ ^-i 2 YEAR DEVELOPED CONDITION HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 FILE NAME: 1214P100.DAT TIME/DATE OF STUDY: 15:10 05/05/2015 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) = 3.00 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 701.00 TO NODE 700.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 UPSTREAM ELEVATION(FEET) = 96.30 DOWNSTREAM ELEVATION(FEET) = 95.30 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.839 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66.36 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.043 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study [ 4^ SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.18 0.20 TOTAL RUNOFF(CFS) O.lf **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 510.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 95.30 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 82 .21 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 12.38 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.762 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.588 SUBAREA AREA(ACRES) = 2.36 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 2.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.77 FLOW VELOCITY(FEET/SEC.) = 3.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 510.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 509.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 82.21 DOWNSTREAM(FEET) = 82.00 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.78 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.65 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.42 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 509.00 = 623.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 101.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «<« CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying _ ' 49 ELEVATION DATA: UPSTREAM(FEET) = 77.49 DOWNSTREAM(FEET) = 77.40 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.19 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.65 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 12.49 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 101.00 = 641.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 101.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 109.00 DOWNSTREAM ELEVATION(FEET) = 103.50 ELEVATION DIFFERENCE(FEET) = 5.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.668 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.217 SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.01 **************************************************************************** FLOW PROCESS FROM NODE 3 00.00 TO NODE 301.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.95 RAIN INTENSITY(INCH/HOUR) = 2.34 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«<« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 103.50 DOWNSTREAM(FEET) = 94.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 246.00 CHANNEL SLOPE = 0.0374 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.118 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.12 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.02 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 9.31 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.04 AREA-AVERAGE RUNOFF COEFFICIENT = 0.668 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.13 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study i END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 3.15 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 346.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 94.30 DOWNSTREAM(FEET) = 80.05 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0460 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.919 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.15 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.36 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 10.84 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.04 AREA-AVERAGE RUNOFF COEFFICIENT = 0.472 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.15 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 3.52 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 656.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 519.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 80.05 DOWNSTREAM(FEET) = 78.05 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.59 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.15 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 11.16 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 519.00 = 724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 519.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.16 RAINFALL INTENSITY(INCH/HR) = 1.88 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 600.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study [ USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 105.30 DOWNSTREAM ELEVATION(FEET) = 104.30 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.789 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.050 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 520.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 104.30 DOWNSTREAM ELEVATION(FEET) = 84.20 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 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) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.86 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 11.95 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.803 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.503 SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 2.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.2 6 HALFSTREET FLOOD WIDTH(FEET) = 6.65 FLOW VELOCITY(FEET/SEC.) = 4.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 520.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 519.00 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 84.22 DOWNSTREAM(FEET) = 82.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 2 0.00 CHANNEL SLOPE = 0.0660 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000 CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study | MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.40 FLOW VELOCITY(FEET/SEC.) = 4.96 FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 12.02 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 519.00 = 620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 519.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.02 RAINFALL INTENSITY(INCH/HR) = 1.80 TOTAL STREAM AREA(ACRES) = 2.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.15 11.16 1.884 0.17 2 2.40 12.02 1.796 2.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.38 11.16 1.884 2 2.54 12.02 1.796 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.54 Tc(MIN.) = 12.02 TOTAL AREA(ACRES) = 2.8 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 519.00 = 724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 101.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.05 DOWNSTREAM(FEET) = 77.40 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.17 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.54 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 12.54 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 101.00= 854.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 519.00 TO NODE 101.00 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) CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study 1 2.54 12.54 1.748 2.81 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 101.00 = 854.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.65 12.49 1.752 2.56 LONGEST FLOWPATH FROM NODE 701.00 TO NODE 101.00 = 641.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.19 12.49 1.752 2 5.19 12.54 1.748 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.19 Tc(MIN.) = 12.54 TOTAL AREA(ACRES) = 5.4 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 100.10 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 77.40 DOWNSTREAM(FEET) = 77.30 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.64 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.19 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.60 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 100.10 = 872.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 100.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.60 RAINFALL INTENSITY(INCH/HR) = 1.74 TOTAL STREAM AREA(ACRES) = 5.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.19 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 201.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 104.50 DOWNSTREAM ELEVATION(FEET) = 102.00 ELEVATION DIFFERENCE(FEET) = 2.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.291 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 92.50 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! CT 12-01, 2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study [ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.282 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 200.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«<« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 102.00 DOWNSTREAM(FEET) = 82.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 560.00 CHANNEL SLOPE = 0.0357 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.968 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.54 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.36 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 10.43 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.71 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 0.87 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.30 FLOW VELOCITY(FEET/SEC.) = 4.81 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 200.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 199.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 78.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.68 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.87 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 199.00 = 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 100.10 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«<« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.00 DOWNSTREAM(FEET) = 77.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 210.00 CHANNEL SLOPE = 0.0029 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.763 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.90 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.85 AVERAGE FLOW DEPTH(FEET) = 0.3 0 TRAVEL TIME(MIN.) = 1.89 Tc(MIN.) = 12.37 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study F 1;^'^ SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.06 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 0.87 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 1.85 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 100.10 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 100.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.37 RAINFALL INTENSITY(INCH/HR) = 1.76 TOTAL STREAM AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.19 12.60 1.742 5.37 2 0.87 12.37 1.763 1.06 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.96 12.37 1.763 2 6.05 12.60 1.742 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.05 Tc(MIN.) = 12.60 TOTAL AREA(ACRES) = 6.4 LONGEST FLOWPATH FROM NODE 2 02.00 TO NODE 100.10 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 100.00 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 77.40 DOWNSTREAM(FEET) = 77.00 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.015 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 3.42 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.05 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 13.50 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 100.00 = 1085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 100.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.666 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study [ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT .4500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) = 0.32 TOTAL AREA(ACRES) = 6.8 TC(MIN.) = 13.50 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE = 0.5239 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) 0.24 6.05 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.10 IS CODE 12 »»>CLEAR MEMORY BANK # 1 ««< END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 6.8 6.05 TC(MIN. 13 .50 END OF RATIONAL METHOD ANALYSIS CT 12-01, 2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying \ """"51 C. HYDRAULIC CALCULATIONS DETENTION BASIN OUTLET DETAIL CATCH BASIN TYPE F PER D-7 X=4', y=4', V=8.53', 7- HOLE FRAME AND COVER PER M-2 3" ORIFICE TO ALLOW 100 YR PREDEVELOPMENT FLOW TW 86.09 12" PVC OUTLET PIPE 12 PVC INLET PIPE FROM CATCH BASIN RESTRICTOR PLATE TO LIMIT FLOW FROM VI STORAGE ARFA, 1.5" DRAIN DOWN HOLE DEEP ROOTED, DENSE, DROUGHT TOLERANT PLANTING SUITABLE FOR WELL DRAINED SOIL 1.70' FREEBOARD TW 88.10 100 YR WSE ENGINEERED SOIL MIX 40" VI STORAGE LAYER, 5/4" GRUSHED ROCK " PERFORATED PVC UNDERDRAIN PIPE TF 78.05 PLACE PIPE WITH PERFORATIONS AT THE INVERT IMPERMEABLE BOTTOM LINER THROUGHOUT (MIRAFI 50 MIL, ENCAPSULATE STORAGE AREA 'TH MIRAFI UON OR EQUIVALENT BIORETENTION SEOTION DETAIL: BASIN A NOT TO SCALE CATCH BASIN TYPF F PER D-7 X=4', Y=4', V=8.52', T=6" mOLE FRAME AND COVER PER M-2 85.55 5" ORIFICE TO ALLOW 100 YR PREDEVELOPMENT FLOW 12" PVC OUTLET PIPE 12" PVC INLET PIPE FROM CATCH BASIN RESTRICTOR PLATE TO LMT FLOW FROM VI STORAGE AREA, 1.5" DRAIN DOWN HOLE DEEP ROOTED, DENSE, DROUGHT TOLERANT PLANTING SUITABLE FOR WELL DRAINED SOIL 2.18' FREEBOARD TW 86.87 85.20 100 YR WSE 18" ENGINEERED SOIL MIX 42" VI STORAGE LAYER, 5/4" CRUSHED ROCK 4" PERFORATED PVC UNDERDRAIN PIPE TF 77 49 PLACE PIPE WITH PERFORATIONS AT THE INVERT -IMPERMEABLE BOTTOM LINER THROUGHOUT (MIRAFI 50 MIL ENCAPSULATE STORAGE AREA WITH MIRAFI HON OR EQUIVALENT BIORETENTION SEOTION DETAIL: BASI NOT TO SCALE CT 12-01, 2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying DETENTION BASIN OUTFLOW CALCULATIONS BASIN A-100 YEAR STORM **************************************************************************** HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY ************************** * Basin A Detention Outflow Analysis * * 100 Year Storm Frecjuency, Miles- Pacific Subdivision * * * ************************************************************************** FILE NAME: 1224DETA.DAT TIME/DATE OF STUDY: 17:33 04/14/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 32 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 12.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS) *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS * NUMBER (CFS) * * 1 0. 00* 2 0 20* 3 0. 20* * 4 0. 20* 5 0 20* 6 0. 20* * 7 0. 20* 8 0 30* 9 0. 30* * 10 0. 30* 11 0 30* 12 0. 30* * 13 0. 30* 14 0 40* 15 0. 40* * 16 0. 50* 17 0 50* 18 0. 60* * 19 0 . 70* 20 1 00* 21 1. 20* * 22 5. 28* 23 0 80* 24 0. 50* * 25 0. 40* 26 0 40* 27 0. 30* * 28 0. 30* 29 0 20* 30 0. 20* * 31 0. 20* 32 0 00* DEPTH-VS. -STORAGE AND DEPTH-VS .-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 14 *BASIN--DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0. 000 0.000 0 .000** 0.100 0.145 0 131* * 0. 500 0.194 0 .213** 1.000 0.243 0 365* * 1. 500 0.292 0 _ 454 * * 1.900 0.331 0 499* * 2 . 000 0.341 0 .524** 2.100 0.351 0 537* * 2 . 200 0.361 0 .550** 2.300 0.371 0 562* * 2 . 400 0.3 30 0 .585** 2.500 0.390 0 698* * 2 . 600 0.400 0 .963** 2.700 0.410 1 421* 60 L H **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 M INITIAL BASIN STORAGE(ACRE -FEET) = 0.00 • INITIAL BASIN OUTFLOW(CFS) 0.00 m BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: • INTERVAL {S-0*DT/2} {S+0*DT/2} • NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0 .00000 m 2 0.14392 0 .14608 1 3 0.19224 0 .19576 4 0.23998 0 .24602 5 0.28825 0 .29575 m 6 0.32688 0 .33512 I 7 0.33667 0 .34533 8 0.34656 0 .35544 9 0.35645 0 .36555 10 0.36636 0 .37564 11 0.37517 0 .38483 12 0.38423 0 .39577 13 0.39204 0 .40796 m 14 0.39826 0 .42174 • WHERE S=STORAGE(AF);0=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* • NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES H OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. • GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "0"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) 0. 1. 3. 4. 5. m 20 0.00 0.00 0.000 0 . . . . K [BASIN DEPTH(FEET) = 0.00] " 0. 40 0.20 0.00 0.003 01 ... . [BASIN DEPTH(FEET) = 0.00] m 0. 60 0.20 0.01 0.007 01 1 [BASIN DEPTH(FEET) = 0.00] " 0. 80 0.20 0.01 0.010 01 ... . [BASIN DEPTH(FEET) = 0.01] 1 00 0.20 0.01 0.013 01 ... . I [BASIN DEPTH(FEET) = 0.01] 1. 20 0.20 0.01 0.016 01 ... . [BASIN DEPTH(FEET) = 0.01] 1 40 0.20 0.02 0.019 01 ... . • [BASIN DEPTH(FEET) = 0.01] 1. 60 0.30 0.02 0.024 01 [BASIN DEPTH(FEET) = 0.02] 1 80 0.30 0.03 0.028 01 ... . • [BASIN DEPTH(FEET) = 0.02] 2 . 00 0.30 0.03 0.033 01 ... . [BASIN DEPTH(FEET) = 0.02] 20 0.30 0.03 0.037 01 ... . B [BASIN DEPTH(FEET) = 0.03] 2 . 40 0.30 0.04 0.041 01 ... . [BASIN DEPTH(FEET) = 0.03] • 60 0.30 0.04 0.046 01 ... . [BASIN DEPTH(FEET) = 0.03] 2 . 80 0.40 0.05 0.052 0 1. [BASIN DEPTH(FEET) = 0.04] 1 CT 12-01,2373 Pio Pico Drive bhA, lnc Project Number CDP 12-15 land planning, civil engineering, surveying • Drainage Study ^ 61 ! 3 00 0.40 0. 05 0. 057 0 I [BASIN DEPTH(FEET) = 0 04] 3 20 0.50 0. 06 0. 065 0 I [BASIN DEPTH(FEET) = 0 04] 3 40 0.50 0. 07 0. 072 0 I [BASIN DEPTH(FEET) = 0 05] 3 60 0.60 0. 07 0. 081 0 I [BASIN DEPTH(FEET) = 0 06] 3 80 0.70 0. 08 0. 091 0 I [BASIN DEPTH(FEET) = 0 06] 4 00 1.00 0. 10 0. 106 0 [BASIN DEPTH(FEET) = 0 07] 4 20 1.20 0. 11 0. 124 0 [BASIN DEPTH(FEET) = 0 09] 4 40 5.28 0. 26 0. 209 .0 [BASIN DEPTH(FEET) = 0 65] 4 60 0.80 0. 29 0. 217 .0 I [BASIN DEPTH(FEET) = 0 74] 4 80 0.50 0. 30 0. 221 .0 I [BASIN DEPTH(FEET) = 0 77] 5 00 0.40 0. 30 0. 222 .01 [BASIN DEPTH(FEET) = 0 79] 5 20 0.40 0. 31 0. 224 .01 [BASIN DEPTH(FEET) = 0 .81] 5 40 0.30 0. 31 0. 224 .0 [BASIN DEPTH(FEET) = 0 81] 5 .60 0.30 0. 31 0. 224 .0 [BASIN DEPTH(FEET) = 0 .80] 5 .80 0.20 0. 30 0. 222 .0 [BASIN DEPTH(FEET) = 0 .79] 6 .00 0.20 0. 30 0. 220 .0 [BASIN DEPTH(FEET) = 0 .77] 6 .20 0.20 0. 29 0. 219 .0 [BASIN DEPTH (FEET) = 0 .75] 6 .40 0.00 0. 28 0. 214 10 [BASIN DEPTH(FEET) = 0 .71] CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying DETENTION BASIN OUTFLOW CALCULATIONS BASIN B-100 YEAR STORM **************************************************************************** HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY ************************** * Basin B Detention Outflow Analysis * * 100 Year Storm Frequency, Miles- Pacific Subdivision * * * ************************************************************************** FILE NAME: 1224DETB.DAT TIME/DATE OF STUDY: 17:37 04/14/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 32 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 12.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW * INTERVAL FLOW * INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1 0 00* 2 0. 20* 3 0. 20* * 4 0 30* 5 0. 30* 6 0. 30* * 7 0 30* 8 0. 30* 9 0. 30* * 10 0 30* 11 0. 30* 12 0. 40* * 13 0 40* 14 0. 40* 15 0. 50* * 16 0 50* 17 0. 60* 18 0. 70* * 19 0 80* 20 1. 20* 21 1. 80* * 22 5 86* 23 0. 90* 24 0. 60* * 25 0 50* 26 0. 40* 27 0. 40* * 28 0 30* 29 0. 30* 30 0. 30* * 31 0 20* 32 0. 00* DEPTH -VS.-STORAGE AND DEPTH--VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 17 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * (FEET) (ACRE -FEET) (CFS) * * (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0. 000** 0.100 0.188 0. 134* * 0.500 0.250 0. 216** 1.000 0.311 0. 368* * 1.500 0.373 0. 456** 1.900 0.422 0. 514* * 2.000 0.434 0. 527** 2.100 0.446 0. 539* * 2.200 0.459 0. 552** 2.300 0.471 0. 564* * 2 .400 0.483 0. 587** 2 .500 0.495 0. 701* * 2.600 0.508 0. 966** 2.700 0.520 1. 423* * 2.800 0.532 1. 653** 2.900 0.545 2. 584* CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying 0.1 * 3.000 0.557 5.296** **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2} {S-i-0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 0 OOOOO 0 OOOOO 2 0 18689 0 18911 3 0 24821 0 25179 4 0 30796 0 31404 5 0 36923 0 37677 6 0 41775 0 42625 7 0 42964 0 43836 8 0 44155 0 45045 9 0 45444 0 46356 10 0 46634 0 47566 11 0 47815 0 48785 12 0 48921 0 50079 13 0 50002 0 51598 14 0 50824 0 53176 15 0 51834 0 54566 16 0 52364 0 56636 17 0 .51323 0 60077 WHERE S=STORAGE(AF);0=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "0"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) CFS) (ACRE -FT ) 0. 0. 20 0.00 0. 00 0. 000 0 [BASIN DEPTH FEET) = 0. 00] 0. 40 0.20 0. 00 0. 003 01 [BASIN DEPTH FEET) = 0. 00] 0. 60 0.20 0. 00 0. 007 01 [BASIN DEPTH FEET) = 0 . 00] 0. 80 0.30 0. 01 0. Oil 01 [BASIN DEPTH FEET) = 0. 01] 1. 00 0.30 0. 01 0. 016 01 [BASIN DEPTH FEET) = 0. 01] 1. 20 0.30 0. 01 0. 021 01 [BASIN DEPTH FEET) = 0. 01] 1. 40 0.30 0. 02 0. 026 01 [BASIN DEPTH FEET) = 0. 01] 1. 60 0.30 0 . 02 0. 030 01 [BASIN DEPTH (FEET) = 0. 02] 1. 80 0.30 0. 02 0. 035 01 [BASIN DEPTH (FEET) = 0. 02] 2 00 0.30 0. 03 0. 039 01 [BASIN DEPTH (FEET) = 0. 02] 2 20 0.30 0. 03 0. 044 01 [BASIN DEPTH (FEET) = 0. 02] 2 40 0.40 0. 04 0. 050 0 I [BASIN DEPTH (FEET) = 0. 03] CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying J ' 64 2 60 0.40 0. 04 0. 056 0 I [BASIN DEPTH(FEET) = 0 03] 2 80 0.40 0. 04 0. 062 0 I [BASIN DEPTH(FEET) = 0 03] 3 00 0.50 0. 05 0. 069 0 I [BASIN DEPTH(FEET) = 0 04] 3 20 0.50 0. 05 0. 077 0 I [BASIN DEPTH(FEET) = 0 04] 3 40 0.60 0. 06 0. 086 0 I [BASIN DEPTH(FEET) = 0 05] 3 60 0.70 0. 07 0. 096 0 I [BASIN DEPTH(FEET) = 0 05] 3 80 0.80 0. 08 0. 108 0 I [BASIN DEPTH(FEET) = 0 06] 4 00 1.20 0. 09 0. 127 0 [BASIN DEPTH(FEET) = 0 07] 4 20 1.80 0. 11 0. 155 0 [BASIN DEPTH(FEET) = 0 08] 4 40 5.86 0. 21 0. 249 .0 [BASIN DEPTH(FEET) = 0 49] 4 60 0.90 0. 24 0. 260 .0 I [BASIN DEPTH(FEET) = 0 58] 4 80 0.60 0. 26 0. 266 .0 I [BASIN DEPTH(FEET) = 0 .63] 5 00 0.50 0. 27 0. 270 .01 [BASIN DEPTH(FEET) = 0 .66] 5 20 0.40 0. 27 0. 272 .01 [BASIN DEPTH(FEET) = 0 .68] 5 40 0.40 0. 28 0. 274 .01 [BASIN DEPTH(FEET) = 0 .70] 5 60 0.30 0. 28 0. 274 .0 [BASIN DEPTH(FEET) = 0 .70] 5 80 0.30 0. 28 0. 275 .0 [BASIN DEPTH(FEET) = 0 .70] 6 .00 0.30 0.28 0. 275 .0 [BASIN DEPTH(FEET) = 0 .71] 6 .20 0.20 0. 28 0. 274 .0 [BASIN DEPTH(FEET) = 0 .70] 6 .40 0.00 0. 26 0. 269 10 [BASIN DEPTH(FEET) = 0 .66] CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying ^65 DETENTION BASIN OUTFLOW CALCULATIONS BASIN A-10 YEAR STORM **************************************************************************** HYDRAUIJICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY ************************** * Basin A Detention Outflow Analysis * * 10 Year Storm Frequency, Miles- Pacific Subdivision * * * ************************************************************************** FILE NAME: 1224DETA.DAT TIME/DATE OF STUDY: 15:36 04/15/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 32 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 12.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS) * INTERVAL FLOW *INTERVAL FLOW * INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1 0. 00* 2 0. 10* 3 0.10* * 4 0. 10* 5 0. 10* 6 0.20* * 7 0. 20* 8 0. 20* 9 0.20* * 10 0. 20* 11 0. 20* 12 0.20* * 13 0. 20* 14 0. 20* 15 0.30* * 16 0. 30* 17 0. 30* 18 0.40* * 19 0. 40* 20 0. 70* 21 0.80* * 22 3 . 42* 23 0. 50* 24 0.40* * 25 0. 30* 26 0. 20* 27 0.20* * 28 0. 20* 29 0. 20* 30 0.20* * 31 0. 10* 32 0. 00* DEPTH-VS. -STORAGE AND DEPTH-VS .-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 14 * BASIN--DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS J * * (FEET) (ACRE-FEET) (CFS) * * 0. 000 0.000 0 .000** 0.100 0.145 0. 131* * 0. 500 0.194 0 .213** 1.000 0.243 0. 365* * 1. 500 0 .292 0 _ 454 * * 1.900 0.331 0. 499* * 2 . 000 0.341 0 .524** 2.100 0.351 0. 537* * 2 . 200 0.361 0 .550** 2 .300 0.371 0. 562* * 2 . 400 0.3 30 0 .585** 2.500 0.390 0. 698* * 2 . 600 0.400 0 .963** 2.700 0.410 1. 421* **************************************************************************** CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying r ' 66 INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = INITIAL BASIN OUTFLOW(CFS) = 0.00 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2) {S-i-0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.14392 0.14608 3 0.19224 0.19576 4 0.23998 0.24602 5 0.28825 0.29575 6 0.32688 0.33512 7 0.33667 0.34533 8 0.34656 0.35544 9 0.35645 0.36555 10 0.36636 0.37564 11 0.37517 0.38483 12 0.38423 0.39577 13 0.39204 0.40796 14 0.39826 0.42174 WHERE S=STORAGE(AF);0=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: ''I"=MEAN UNIT INFLOW; "0"=OUTFLOW AT GIVEN TIME TIME (HOURS) INFLOW (CFS) OUTFLOW (CFS) STORAGE (ACRE-FT) 0. 0 20 0.00 0. 00 0. 000 0 [BASIN DEPTH(FEET) = 0 00] 0 40 0.10 0. 00 0. 002 0 [BASIN DEPTH(FEET) = 0 00] 0 60 0.10 0. 00 0. 003 0 [BASIN DEPTH(FEET) = 0 00] 0 80 0.10 0. 00 0. 005 0 [BASIN DEPTH(FEET) = 0 00] 1 00 0.10 0. 01 0. 006 0 [BASIN DEPTH(FEET) = 0 00] 1 20 0.20 0. 01 0. 010 01 [BASIN DEPTH(FEET) = 0 01] 1 40 0.20 0. 01 0. 013 01 [BASIN DEPTH(FEET) = 0 01] 1 60 0.20 0. 01 0. 016 01 [BASIN DEPTH(FEET) = 0 01] 1 80 0.20 0. 02 0. 019 01 [BASIN DEPTH(FEET) = 0 01] 2 00 0.20 0. 02 0. 022 01 [BASIN DEPTH(FEET) = 0 02] 2 20 0.20 0. 02 0. 025 01 [BASIN DEPTH(FEET) = 0 02] 2 40 0.20 0. 03 0. 028 01 [BASIN DEPTH(FEET) = 0 02] 2 60 0.20 0. 03 0. 031 01 [BASIN DEPTH(FEET) = 0 02] 2 80 0.20 0. 03 0. 033 01 [BASIN DEPTH(FEET) = 0 02] 3 00 0.30 0. 03 0. 038 0 I CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying 6/ [BASIN DEPTH(FEET) = 0 03] 3 . 20 0.30 0. 04 0. 042 0 I [BASIN DEPTH(FEET) = 0 03] 3 . 40 0.30 0. 04 0. 047 0 I [BASIN DEPTH(FEET) = 0 03] 3 . 60 0.40 0. 05 0. 052 0 I [BASIN DEPTH(FEET) = 0 04] 3. 80 0.40 0. 05 0. 058 0 I [BASIN DEPTH(FEET) = 0 04] 4 00 0.70 0. 06 0. 069 0 [BASIN DEPTH(FEET) = 0 05] 4 20 0.80 0. 07 0. 081 0 [BASIN DEPTH(FEET) = 0 06] 4. 40 3.42 0. 12 0. 136 .0 [BASIN DEPTH(FEET) = 0 09] 4 60 0.50 0. 13 0. 142 .0 I [BASIN DEPTH(FEET) = 0 .10] 4 80 0.40 0. 13 0. 146 .0 I [BASIN DEPTH(FEET) = 0 .11] 5 00 0.30 0. 14 0. 149 .01 [BASIN DEPTH(FEET) = 0 .13] 5 20 0.20 0. 14 0. 150 .0 [BASIN DEPTH (FEET) = 0 .14] 5 40 0.20 0. 14 0. 151 .0 [BASIN DEPTH(FEET) = 0 .15] 5 60 0.20 0. 14 0. 152 .0 [BASIN DEPTH(FEET) = 0 .16] 5 80 0.20 0. 14 0. 153 .0 [BASIN DEPTH(FEET) = 0 .17] 6 00 0.20 0. 15 0. 154 .0 [BASIN DEPTH(FEET) = 0 .17] 6 20 0.10 0. 14 0. 153 10 [BASIN DEPTH(FEET) = 0 .17] 6 40 0.00 0. 14 0. 151 10 [BASIN DEPTH(FEET) = 0 .15] CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying _ ^"'"68 DETENTION BASIN OUTFLOW CALCULATIONS BASIN B-10 YEAR STORM **************************************************************************** HYDRAULICS ELEMENTS - II PROGRAM PACICAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY ************************** * Basin B Detention Outflow Analysis * * 10 Year Storm Frequency, Miles- Pacific Subdivision * * * ************************************************************************** FILE NAME: 1224DETB.DAT TIME/DATE OF STUDY: 15:42 04/15/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 32 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 12.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS) ^INTERVAL NUMBER FLOW (CFS) *INTERVAL * NUMBER FLOW (CFS) ^INTERVAL * NUMBER FLOW (CFS) * 1 0 00* 2 0 20* 3 0 20* * 4 0 20* 5 0 20* 6 0 20* * 7 0 20* 8 0 20* 9 0 20* * 10 0 20* 11 0 20* 12 0 20* * 13 0 30* 14 0 30* 15 0 30* * 16 0 30* 17 0 40* 18 0 50* * 19 0 50* 20 0 80* 21 1 20* * 22 3 79* 23 0 60* 24 0 40* * 25 0 30* 26 0 30* 27 0 20* * 28 0 20* 29 0 20* 30 0 20* * 31 0 20* 32 0 00* DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 17 *BASIN-DEPTH STORAGE OUTFLOW *BASIN-DEPTH STORAGE OUTFLOW * (FEET) (ACRE -FEET) (CFS) * * (FEET) (ACRE-FEET) (CFS) * * 0.000 0 000 0. 000** 0.100 0.188 0. 134* * 0.500 0 250 0. 216** 1.000 0.311 0. 368* * 1.500 0 373 0. 456** 1.900 0.422 0. 514* * 2.000 0 434 0. 527** 2.100 0.446 0. 539* * 2.200 0 459 0. 552** 2.300 0.471 0. 564* * 2.400 0 483 0. 587** 2.500 0.495 0. 701* * 2.600 0 508 0. 966** 2.700 0.520 1. 423* 2373 Pio Pico Drive bhA, lnc Project Number CDP 12-15 Drainage Study land planning, civil engineering, surveying 1 69 * 2.800 0.532 1.653** 2.900 0.545 2.584* * 3.000 0.557 5.296** **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2} {S-i-0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 0 OOOOO 0 OOOOO 2 0 18689 0 18911 3 0 24821 0 25179 4 0 30796 0 31404 5 0 36923 0 37677 6 0 41775 0 42625 7 0 42964 0 43836 8 0 44155 0 45045 9 0 45444 0 46356 10 0 46634 0 47566 11 0 47815 0 48785 12 0 48921 0 50079 13 0 50002 0 51598 14 0 50824 0 53176 15 0 51834 0 54566 16 0 52364 0 56636 17 0 51323 0 60077 S= STORAGE(AF);0 =0UTFL0W(AF *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "0"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) D. 0. 20 0.00 0. 00 0. 000 0 [BASIN DEPTH (FEET) = 0. 00] 0. 40 0.20 0. 00 0. 003 01 [BASIN DEPTH (FEET) = 0. 00] 0. 60 0.20 0. 00 0. 007 01 [BASIN DEPTH (FEET) = 0. 00] 0. 80 0.20 0. 01 0. 010 01 [BASIN DEPTH (FEET) = 0. 01] 1. 00 0.20 0. 01 0. 013 01 [BASIN DEPTH (FEET) = 0. 01] 1. 20 0.20 0. 01 0. 016 01 [BASIN DEPTH (FEET) = 0. 01] 1. 40 0.20 0. 01 0. 019 01 [BASIN DEPTH (FEET) = 0. 01] 1. 60 0.20 0. 02 0. 022 01 [BASIN DEPTH (FEET) = 0. 01] 1. 80 0.20 0. 02 0. 025 01 [BASIN DEPTH (FEET) = 0. 01] 2. 00 0.20 0. 02 0. 028 01 [BASIN DEPTH (FEET) = 0. 02] 2 20 0.20 0. 02 0. 031 01 [BASIN DEPTH (FEET) = 0 . 02] 2 40 0.20 0. 02 0. 034 01 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying 70 [BASIN DEPTH(FEET) = 0. 02] 2 . 60 0.30 0.03 0.039 0 I [BASIN DEPTH(FEET) = 0. 02] 2 . 80 0.30 0.03 0.043 0 I [BASIN DEPTH(FEET) = 0. 02] 3 . 00 0.30 0.03 0.048 0 I [BASIN DEPTH(FEET) = 0. 03] 3 . 20 0.30 0.04 0.052 0 I [BASIN DEPTH(FEET) = 0. 03] 3. 40 0.40 0.04 0.058 0 I [BASIN DEPTH(FEET) = 0. 03] 3. 60 0.50 0.05 0.065 0 I [BASIN DEPTH(FEET) = 0. 03] 3 . 80 0.50 0.05 0.073 0 I [BASIN DEPTH(FEET) = 0. 04] 4. 00 0.80 0.06 0.085 0 I [BASIN DEPTH(FEET) = 0. 05] 4 20 1.20 0.07 0.104 0 [BASIN DEPTH(FEET) = 0. 06] 4. 40 3.79 0.12 0.165 0 [BASIN DEPTH(FEET) = 0. 09] 4 60 0.60 0.12 0.173 .0 I [BASIN DEPTH(FEET) = 0. 09] 4 80 0.40 0.13 0.177 .0 I [BASIN DEPTH(FEET) = 0. 09] 5 00 0.30 0.13 0.180 .01 [BASIN DEPTH(FEET) = 0. 10] 5 20 0.30 0.13 0.183 .01 [BASIN DEPTH(FEET) = 0 10] 5 40 0.20 0.13 0.184 .0 [BASIN DEPTH(FEET) = 0 10] 5 60 0.20 0.13 0.185 .0 [BASIN DEPTH(FEET) = 0 10] 5 80 0.20 0.13 0.186 .0 [BASIN DEPTH(FEET) = 0 10] 6 00 0.20 0.13 0.188 .0 [BASIN DEPTH(FEET) = 0 10] 6 20 0.20 0.13 0.189 .0 [BASIN DEPTH(FEET) = 0 10] 6 40 0.00 0.13 0.186 10 [BASIN DEPTH(FEET) = 0 10] 6 60 0.00 0.13 0.184 10 [BASIN DEPTH(FEET) = 0 10] 6 .80 0.00 0.13 0.182 10 [BASIN DEPTH(FEET) = 0 10] 7 .00 0.00 0.13 0.180 10 [BASIN DEPTH(FEET) = 0 10] 7 .20 0.00 0.13 0.178 10 [BASIN DEPTH(FEET) = 0 09] 7 .40 0.00 0.13 0.176 10 [BASIN DEPTH(FEET) = 0 .09] 7 .60 0.00 0.12 0.174 10 [BASIN DEPTH(FEET) = 0 .09] 7 .80 0.00 0.12 0.172 10 [BASIN DEPTH(FEET) = 0 .09] 8 .00 0.00 0.12 0.170 10 [BASIN DEPTH(FEET) = 0 . 09] CT 12-01, 2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying .r"i"} DETENTION BASIN OUTFLOW CALCULATIONS BASIN A- 2 YEAR STORM **************************************************************************** HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY ************************** * Basin A Detention Outflow Analysis * * 2 Year Storm Frequency, Miles- Pacific Subdivision * * * ************************************************************************** FILE NAME: 1224DETA.DAT TIME/DATE OF STUDY: 15:37 04/15/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 32 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 12.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW * INTERVAL FLOW * INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1 0 00* 2 0 10* 3 0 10* * 4 0 10* 5 0 10* 6 0 10* * 7 0 10* 8 0 10* 9 0 10* * 10 0 10* 11 0 10* 12 0 10* * 13 0 20* 14 0 20* 15 0 20* * 16 0 20* 17 0 20* 18 0 30* * 19 0 30* 20 0 50* 21 0 60* * 22 2 40* 23 0 40* 24 0 20* * 25 0 20* 26 0 20* 27 0 10* * 28 0 10* 29 0 10* 30 0 10* * 31 0 10* 32 0 00* DEPTH--VS.-STORAGE AND DEPTH--VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 14 *BASIN-DEPTH STORAGE OUTFLOW * * BASIN-DEPTH STORAGE OUTFLOW * * (FEET) ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0.000** 0.100 0.145 0.131* * 0.500 0.194 0.213** 1.000 0.243 0.365* * 1.500 0.292 0.454** 1.900 0.331 0.499* * 2.000 0.341 0.524** 2.100 0.351 0.537* * 2.200 0.361 0.550** 2.300 0.371 0.562* * 2.400 0.380 0.585** 2 .500 0.390 0.698* * 2.600 0.400 0.963** 2.700 0.410 1.421* ******************************************************************* CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = INITIAL BASIN OUTFLOW(CFS) = 0.00 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2} {S-i-0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 0 OOOOO 0 OOOOO 2 0 14392 0 14608 3 0 19224 0 19576 4 0 23998 0 24602 5 0 28825 0 29575 6 0 32688 0 33512 7 0 33667 0 34533 8 0 34656 0 35544 9 0 35645 0 36555 10 0 36636 0 37564 11 0 37517 0 38483 12 0 38423 0 39577 13 0 39204 0 40796 14 0 39826 0 42174 WHERE S=STORAGE(AF);0=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; 11 n 11 = OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.20 0.00 0.00 [BASIN DEPTH(FEET) = 0.40 0.10 0.00 [BASIN DEPTH(FEET) = 0.60 0.10 0.00 [BASIN DEPTH(FEET) = 0.80 0.10 0.00 [BASIN DEPTH(FEET) = 1.00 0.10 0.01 [BASIN DEPTH(FEET) = 1.20 0.10 0.01 [BASIN DEPTH(FEET) = 1.40 0.10 0.01 [BASIN DEPTH(FEET) = 1.60 0.10 0.01 [BASIN DEPTH(FEET) = 1.80 0.10 0.01 [BASIN DEPTH(FEET) = 2.00 0.10 0.01 [BASIN DEPTH(FEET) = 2.20 0.10 0.01 [BASIN DEPTH(FEET) = 2.40 0.10 0.02 [BASIN DEPTH(FEET) = 2.60 0.20 0.02 [BASIN DEPTH(FEET) = 2.80 0.20 0.02 [BASIN DEPTH(FEET) = 3.00 0.20 0.02 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.002 01 0.00] 0.003 01 0.00] 0.005 01 0.00] 0.006 01 0.00] 0.008 OI 0.01] 0.009 01 0.01] 0.011 01 0.01] 0.012 01 0.01] 0.014 01 0.01] 0.015 01 0.01] 0.017 01 0.01] 0.020 0 I 0.01] 0.023 0 I 0.02] 0.026 0 I bhA, lnc land planning, civil engineering, surveying 7.1 [BASIN DEPTH(FEET) = 0 02] 3 20 0.20 0. 03 0. 029 0 I [BASIN DEPTH(FEET) = 0 02] 3 40 0.20 0. 03 0. 031 0 I [BASIN DEPTH(FEET) = 0 02] 3 60 0.30 0. 03 0. 036 0 [BASIN DEPTH(FEET) = 0 02] 3 80 0.30 0. 04 0. 040 0 [BASIN DEPTH(FEET) = 0 03] 4 00 0.50 0. 04 0. 048 0 [BASIN DEPTH(FEET) = 0 03] 4 20 0.60 0. 05 0. 057 0 [BASIN DEPTH(FEET) = 0 04] 4 40 2.40 0. 09 0. 096 .0 [BASIN DEPTH(FEET) = 0 07] 4 60 0.40 0. 09 0. 101 .0 [BASIN DEPTH(FEET) = 0 .07] 4 80 0.20 0. 09 0. 103 .01 [BASIN DEPTH(FEET) = 0 .07] 5 00 0.20 0. 09 0. 104 .01 [BASIN DEPTH(FEET) = 0 .07] 5 20 0.20 0. 10 0. 106 .01 [BASIN DEPTH(FEET) = 0 .07] 5 40 0.10 0. 10 0. 106 .0 [BASIN DEPTH(FEET) = 0 .07] 5 60 0.10 0. 10 0. 106 .0 [BASIN DEPTH(FEET) = 0 .07] 5 80 0.10 0. 10 0. 106 .0 [BASIN DEPTH (FEET) = 0 .07] 6 00 0.10 0. 10 0. 106 .0 [BASIN DEPTH(FEET) = 0 .07] 6 .20 0.10 0. 10 0. 106 .0 [BASIN DEPTH(FEET) = 0 .07] 6 .40 0.00 0. 09 0. 105 10 [BASIN DEPTH(FEET) = 0 .07] CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying . . DETENTION BASIN OUTFLOW CALCULATIONS BASIN B- 2 YEAR STORM **************************************************************************** HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY ************************** * Basin B Detention Outflow Analysis * * 2 Year Storm Frequency, Miles- Pacific Subdivision * * * ************************************************************************** FILE NAME: 1224DETB.DAT TIME/DATE OF STUDY: 15:44 04/15/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 30 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 13.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): * INTERVAL FLOW * INTERVAL FLOW * INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1 0. 00* 2 0 10* 3 0 10* * 4 0. 10* 5 0 10* 6 0 10* * 7 0. 10* 8 0 10* 9 0 10* * 10 0. 20* 11 0 20* 12 0 20* 13 0. 20* 14 0 20* 15 0 20* * 16 0. 30* 17 0 30* 18 0 40* * 19 0. 50* 20 0 70* 21 2 65* * 22 0. 40* 23 0 30* 24 0 20* * 25 0. 20* 26 0 20* 27 0 10* * 28 0. 10* 29 0 10* 30 0 00* DEPTH--VS.-STORAGE AND DEPTH--VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 17 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * (FEET) (ACRE -FEET) (CFS * * (FEET) (ACRE -FEET) (CFS * * 0.000 0 000 0 000** 0.100 0 188 0 134* * 0.500 0 250 0 216** 1.000 0 311 0 368* * 1.500 0 373 0 456** 1.900 0 422 0 514* * 2.000 0 434 0 527** 2.100 0 446 0 539* * 2 .200 0 459 0 552** 2 .300 0 471 0 564* * 2 .400 0 483 0 587** 2.500 0 495 0 701* * 2.600 0 508 0 966** 2 .700 0 520 1 423* * 2.800 0 532 1 653** 2.900 0 545 2 584* * 3.000 0 557 5 296** CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying i 7S **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2} {S-HO*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 0 ooooo 0 OOOOO 2 0 18680 0 18920 3 0 24807 0 25193 4 0 30771 0 31429 5 0 36892 0 37708 6 0 41740 0 42660 7 0 42928 0 43872 8 0 44117 0 45083 9 0 45406 0 46394 10 0 46595 0 47605 11 0 47774 0 48826 12 0 48872 0 50128 13 0 49935 0 51665 14 0 50726 0 53274 15 0 51720 0 54680 16 0 52187 0 56814 17 0 50958 0 60442 WHERE S=STORAGE(AF);0=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "0"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.22 0.00 0.00 [BASIN DEPTH(FEET) = 0.43 0.10 0.00 [BASIN DEPTH(FEET) = 0.65 0.10 0.00 [BASIN DEPTH(FEET) = 0.87 0.10 0.00 [BASIN DEPTH(FEET) = 1.08 0.10 0.00 [BASIN DEPTH(FEET) = 1.30 0.10 0.01 [BASIN DEPTH(FEET) = 1.52 0.10 0.01 [BASIN DEPTH(FEET) = 1.73 0.10 0.01 [BASIN DEPTH(FEET) = 1.95 0.10 0.01 [BASIN DEPTH(FEET) = 2.17 0.20 0.01 [BASIN DEPTH(FEET) = 2.38 0.20 0.01 [BASIN DEPTH(FEET) = 2.60 0.20 0.02 [BASIN DEPTH(FEET) = 2.82 0.20 0.02 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.002 01 0.00] 0.004 01 0.00] 0.005 01 0.00] 0.007 01 0.00] 0.009 01 0.00] 0.010 01 0.01] 0.012 01 0.01] 0.014 01 0.01] 0.017 0 I 0.01] 0.020 0 I 0.01] 0.024 0 I 0.01] 0.027 O I bhA, lnc land planning, civil engineering, surveying 76 [BASIN DEPTH(FEET) = 0 .01] 3 .03 0.20 0. 02 0. 030 0 I [BASIN DEPTH(FEET) = 0 .02] 3 .25 0.20 0. 02 0. 033 0 I [BASIN DEPTH(FEET) = 0 .02] 3 .47 0.30 0. 03 0. 038 0 I [BASIN DEPTH(FEET) = 0 .02] 3 .68 0.30 0. 03 0. 043 0 I [BASIN DEPTH(FEET) = 0 .02] 3 .90 0.40 0. 04 0. 050 0 I [BASIN DEPTH(FEET) = 0 .03] 4 .12 0.50 0. 04 0. 058 0 [BASIN DEPTH(FEET) = 0 .03] 4 .33 0.70 0. 05 0. 070 0 [BASIN DEPTH(FEET) = 0 .04] 4 .55 2.65 0. 08 0. 116 0 [BASIN DEPTH(FEET) = 0 .06] 4 .77 0.40 0. 09 0. 122 .0 I [BASIN DEPTH(FEET) -0 .06] 4 .98 0.30 0. 09 0. 125 .0 1 [BASIN DEPTH(FEET) = 0 .07] 5 .20 0.20 0. 09 0. 127 .01 [BASIN DEPTH(FEET) = 0 .07] 5 .42 0.20 0. 09 0. 129 .01 [BASIN DEPTH(FEET) = 0 .07] 5 .63 0.20 0. 09 0. 131 .01 [BASIN DEPTH(FEET) = 0 .07] 5 .85 0.10 0. 09 0. 131 .0 [BASIN DEPTH(FEET) = 0 .07] 6 .07 0.10 0. 09 0. 131 .0 [BASIN DEPTH(FEET) = 0 .07] 6 .28 0.10 0. 09 0. 132 .0 [BASIN DEPTH(FEET) = 0 .07] 6 .50 0.00 0. 09 0. 130 10 [BASIN DEPTH(FEET) = 0 .07] 6 .72 0.00 0. 09 0. 128 10 [BASIN DEPTH(FEET) = 0 .07] 6 .93 0.00 0. 09 0. 127 10 [BASIN DEPTH(FEET) = 0 .07] 7 .15 0.00 0. 09 0. 125 10 [BASIN DEPTH(FEET) = 0 .07] 7 .37 0.00 0. 09 0. 123 10 [BASIN DEPTH(FEET) = 0 .07] 7 .58 0.00 0. 09 0. 122 10 [BASIN DEPTH(FEET) = 0 .06] 7 .80 0.00 0. 09 0. 120 10 [BASIN DEPTH(FEET) = 0 .06] 8 .02 0.00 0. 08 0. 119 10 [BASIN DEPTH(FEET) = 0 .06] 8 .23 0.00 0. 08 0. 117 10 [BASIN DEPTH(FEET) = 0 .06] 8 .45 0.00 0. 08 0. 116 0 [BASIN DEPTH(FEET) = 0 .06] 8 .67 0.00 0. 08 0. 114 0 [BASIN DEPTH(FEET) = 0 .06] CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying DETENTION BASIN OUTLET CAPACITY CALCULATIONS Storm Basin QIN QoUT AQ WSEL (ft) 100 year A 5.28 0.26 -5.02 83.66 100 year B 5.86 0.28 -5.58 83.20 Catcli Basin Type F Inlet Opening Capacity Calculator Using V-Notcti Weir Formula equation (6-9) Q=2.5tan(9/2)(H'^2.5) [San Diego County Drainage Design Manual], wtiere 6=127°. Depth (ft) Determine Capacity of Type F Inlet Depth (ft) HBASINA(ft) HBASIN B(ft) QBASIN A(cfs) QBASIN B(cfs) QBASIN A X 2 Inlets QBASIN B X 2 Inlets 2.4 0.06667 0.06667 0.01 0.01 0.01 0.01 2.5 0.16667 0.16667 0.06 0.06 0.11 0.11 2.6 0.26667 0.26667 0.18 0.18 0.37 0.37 2.7 0.36667 0.36667 0.41 0.41 0.81 0.81 2.8 0.46667 0.74 1.49 2.9 0.56667 1.21 2.42 3.0 0.66667 1.81 3.63 The basins have been designed to function as a bioretention with vault storage, see SWMP Report for this project. The vault storage capacity is provided in the V2 Storage layer and as surface storage. The inlets of each outlet facility are set at the exact height calculated to provide the required storage volume, at 2.40' for Basins A and B respectively. Based on the Storage Basin Hydrograph Routing Model, the maximum depths of Basin A and B during the 100 Year Storm are 0.81' and 0.71' respectively, so as long the Engineered Soil percolates the storm water at the 5 inch per hour minimum, the depth in the basin will never reach the catch basin inlets. However, in the case the Engineered Soil becomes clogged or unmaintained, 2.43' (Basin A) and 2.33' (Basin B) of freeboard has been provided from the top ofthe retaining wall to the inlet weir invert. The Table above demonstrates the inlets to the outlet facility has the capacity to accept the full QIOO flowrate for either basin considering zero soil infiltration. The Storage Basin Hydrograph Routing Model also demonstrates these facilities will discharge at below historical values, achieving the required detainment for for the 100 year storm event. Flow Through Engineered Soil Layer, Q=KIA K (in/hr) = 5 ABASIN A (sf) • ABASIN B (sf) • 4279 5352 Depth (ft) 1, Hydraulic Gradient QBASIN A( cfs) QBASIN B (cfs) 0.00 1.000 0.495 0.619 0.1 1.029 0.509 0.637 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying ^78 0.5 1.143 0.566 0.708 1 1.286 0.637 0.796 1.5 1.429 0.708 0.885 1.9 1.543 0.764 0.956 2 1.571 0.778 0.973 2.1 1.600 0.792 0.991 Table 2.A- Capacitv of 3"-dia Orifice Using General Orifice Flow equation: JT (2 = - X X D^V2 X ^ X (// - Hd) where (H-Hd) equals available Head, g = 32.2 ft/s^ D is the orifice diameter, and Cg is the orifice discharge coefficient. Basin Depth (ft) Orifice Size Dia.(ft) Cg (considering thick walls) Head (ft) Q discharge (cfs) 0.5 0.25 0.75 0.06667 0.076 0.6 0.25 0.75 0.16667 0.121 0.7 0.25 0.75 0.26667 0.152 0.8 0.25 0.75 0.36667 0.179 0.9 0.25 0.75 0.46667 0.202 1 0.25 0.75 0.56667 0.222 1.1 0.25 0.75 0.66667 0.241 1.2 0.25 0.75 0.76667 0.259 1.3 0.25 0.75 0.86667 0.275 1.4 0.25 0.75 0.96667 0.290 1.5 0.25 0.75 1.06667 0.305 1.6 0.25 0.75 1.16667 0.319 1.7 0.25 0.75 1.26667 0.332 1.8 0.25 0.75 1.36667 0.345 1.9 0.25 0.75 1.46667 0.358 2 0.25 0.75 1.56667 0.370 2.1 0.25 0.75 1.66667 0.381 2.2 0.25 0.75 1.76667 0.392 2.3 0.25 0.75 1.86667 0.403 2.4 0.25 0.75 1.96667 0.414 2.5 0.25 0.75 2.06667 0.425 2.6 0.25 0.75 2.16667 0.435 2.7 0.25 0.75 2.26667 0.445 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying ^ 79 Flow of Drain Down Orifice at Base of V2 Storage Layer Orifice Orifice Dia(A)= Dia(B)= Basin Depth Orifice (A) Orifice (B) Head(A) (ft) Head(B) (ft) Coefficient Q discharge A (cfs) Q discharge B (cfs) Basin Depth Area (sf) Area (sf) Head(A) (ft) Head(B) (ft) Coefficient Q discharge A (cfs) Q discharge B (cfs) 0.0 0.01227 0.01227 4.8 5.0 0.603 0.130 0.133 0.1 0.01227 0.01227 4.9 5.1 0.603 0.131 0.134 0.2 0.01227 0.01227 5.0 5.2 0.603 0.133 0.135 0.3 0.01227 0.01227 5.1 5.3 0.603 0.134 0.137 0.4 0.01227 0.01227 5.2 5.4 0.603 0.135 0.138 0.5 0.01227 0.01227 5.3 5.5 0.603 0.137 0.139 0.6 0.01227 0.01227 5.4 5.6 0.603 0.138 0.141 0.7 0.01227 0.01227 5.5 5.7 0.603 0.139 0.142 0.8 0.01227 0.01227 5.6 5.8 0.603 0.141 0.143 0.9 0.01227 0.01227 5.7 5.9 0.603 0.142 0.144 1.0 0.01227 0.01227 5.8 6.0 0.603 0.143 0.145 1.1 0.01227 0.01227 5.9 6.1 0.603 0.144 0.147 1.2 0.01227 0.01227 6.0 6.2 0.603 0.145 0.148 1.3 0.01227 0.01227 6.1 6.3 0.603 0.147 0.149 1.4 0.01227 0.01227 6.2 6.4 0.603 0.148 0.150 1.5 0.01227 0.01227 6.3 6.5 0.603 0.149 0.151 1.6 0.01227 0.01227 6.4 6.6 0.603 0.150 0.153 1.7 0.01227 0.01227 6.5 6.7 0.603 0.151 0.154 1.8 0.01227 0.01227 6.6 6.8 0.603 0.153 0.155 1.9 0.01227 0.01227 6.7 6.9 0.603 0.154 0.156 2.0 0.01227 0.01227 6.8 7.0 0.603 0.155 0.157 2.1 0.01227 0.01227 6.9 7.1 0.603 0.156 0.158 2.2 0.01227 0.01227 7.0 7.2 0.603 0.157 0.159 2.3 0.01227 0.01227 7.1 7.3 0.603 0.158 0.160 2.4 0.01227 0.01227 7.2 7.4 0.603 0.159 0.162 2.5 0.01227 0.01227 7.3 7.5 0.603 0.160 0.163 2.6 0.01227 0.01227 7.4 7.6 0.603 0.162 0.164 2.7 0.01227 0.01227 7.5 7.7 0.603 0.163 0.165 2.8 0.01227 7.8 0.603 0.166 2.9 0.01227 7.9 0.603 0.167 3.0 0.01227 8.0 0.603 0.168 Flow through Drain Down Orifice smaller than calculated flow through soil media, governing flowrate will be that of the Drain Down Orifice for each basin. CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying ...... \ 80 Basin A- Bottom Basin Area (sf) •• 4279 Elev Depth Volume acre-ft Outflow Volume CF 82.85 0.0 0.134 0.130 5840.84 82.95 0.1 0.145 0.131 6301.94 83.35 0.5 0.194 0.213 8441.44 83.85 1.0 0.243 0.365 10580.94 84.35 1.5 0.292 0.454 12720.44 84.75 1.9 0.331 0.499 14432.04 84.85 2.0 0.341 0.524 14859.94 84.95 2.1 0.351 0.537 15287.84 85.05 2.2 0.361 0.550 15715.74 85.15 2.3 0.371 0.562 16143.64 85.25 2.4 0.380 0.585 16571.54 85.35 2.5 0.390 0.698 16999.44 85.45 2.6 0.400 0.963 17427.34 85.55 2.7 0.410 1.421 17855.24 Basin B- Bottom Basin Area (sf) = 5352 Elev Depth Volume acre-ft Outflow Volume CF 82.49 0.0 0.175 0.133 7626.60 82.59 0.1 0.188 0.134 8199.70 82.99 0.5 0.250 0.216 10875.70 83.49 1.0 0.311 0.368 13551.70 83.99 1.5 0.373 0.456 16227.70 84.39 1.9 0.422 0.514 18368.50 84.49 2.0 0.434 0.527 18903.70 84.59 2.1 0.446 0.539 19438.90 84.69 2.2 0.459 0.552 19974.10 84.79 2.3 0.471 0.564 20509.30 84.89 2.4 0.483 0.587 21044.50 84.99 2.5 0.495 0.701 21579.70 85.09 2.6 0.508 0.966 22114.90 85.19 2.7 0.520 1.423 22650.10 85.29 2.8 0.532 1.653 23185.30 85.39 2.9 0.545 2.584 23720.50 85.49 3.0 0.557 5.296 24255.70 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying \ "S\ Drawdown Calculations: Maximum potential surface volume: Basin A: 10,270 cf Basin B: 12,845 cf Orifice Flow from BMP Calculator (see SWMP Report): Basin A: 0.141 cfs Basin B: 0.144 cfs Time = Volume / Flowrate: Basin A: 72,836 sec = 20.2 hours < 72 hours ^ Basin B: 89,201 sec = 24.8 hours < 72 hours ^ CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying ! " 82 MS 11-02 DETENTION BASIN OUTLET DETAIL TYPE "D" D-75 FOR EMERGENCY OVERFLO PURPOSES ENGINEERED SOIL MIX * ENGINEERED SOIL SPECIFICATIONS: 50% CLEAN SAND; 30% TOP SOIL, 20% HARDWOOD MULCH. HARDWOOD MULCH SPECIFY PLANTS THAT AR TOLERANT OF SATURATED SOIL CONDITIONS SHALL BE EXACTLY 4" PERFORATED PV UNDERDRAIN PIPE N .30 MIL MIRAFI LINER (EACH SIDEWALL/BOTTOM) GRAVEL 40" - 3/4" CRUSHED ROCK STORAGE DEPTH = 42" ENCAPSULATE STORAGE AREA WITH MIRAFI 140N OR EQUIVALENT TYPE 'G' CATCH BASIN W/GRATED INLET TO HANDLE 100 YR STORM EVENT OVERFLOW 2 SACK CEMENT SLURRY 12" BELOW TYPE 'G' BASIN AN AROUND 10" OUTFLOW PIP 10" PVC STORM DRAIN- 30 MIL MIRAFI LINEF (EAOH SIDEWALL/BOTTOM) DEEP ROOTED, DENSE, DROUGHT TOLERANT PLANTING SUITABLE FOR WELL DRAINED SOIL ENGINEERED SOIL MIX SHALL BE EXAGTLY 18" DEEP GRAVEL STORAGE DEPTH = 42" ENCAPSULATE STORAGE AREA WITH 3/4" CRUSHED ROCK MIRAFI 140N OR EQUIVALENT 4" PERFORATED PVC PIPE ON TOP OF 2" CRUSHED ROCK PLACE PIPE WITH PERFORATIONS AT THE INVERT RESTRICTOR PLATE TO LIMIT FLOW FROM STORAGE AREA, 0.90"-DIA DRAIN DOWN HOLE BIQ DETENTION BASIN/CATCH BASIN CONNECTION DETAILS (NTS) D. HYDRAULIC ELEMENTS CALCULATIONS **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-7780 NODE 510: TIME/DATE OF STUDY: 16:03 05/05/2015 Problem Descriptions: Node 510- Curb Inlet Capacity Calculations Street Depth of Flow **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005700 CONSTANT STREET FLOW(CFS) = 5.86 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 16.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29 PRODUCT OF DEPTH&VELOCITY = 0.98 Problem Descriptions: Node 510- Curb Inlet Capacity Calculations Length of Curb Opening **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.86 BASIN OPENING(FEET) = 0.50 84 DEPTH OF WATER(FEET) = 0.43 »»CMiCUIiATED ESTIMATED SOMP BASIN WIDTH (FEET) = 6.73 SHOW IlS 7.0' FINAL EIK3INEERING PLANS NODE 400: TIME/DATE OF STUDY: 16:00 07/31/2014 Problem Descriptions: Node 400- Existing Brow Ditch Capacity Calculations Pio Pico Road **************************************************************************** »»CHANNEL INPUT INFORMATION«« CHANNEL Zl(HORIZONTAL/VERTICAL) = 3.00 Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 0.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.006990 UNIFORM FLOW(CFS) = 0.96 MANNINGS FRICTION FACTOR = 0.0130 NORMAL-DEPTH FLOW INFORMATION: »»> NORMAL DEPTH (FEET) = 0.32 < 1' Proposed Depth of Brow Ditch FLOW TOP-WIDTH(FEET) = 2.03 FLOW AREA(SQUARE FEET) = 0.34 HYDRAULIC DEPTH(FEET) = 0.17 FLOW AVERAGE VELOCITY(FEET/SEC.) = 2.79 UNIFORM FROUDE NUMBER = 1.196 PRESSURE -I- MOMENTUM(POUNDS) = 7.61 AVERAGED VELOCITY HEAD(FEET) = 0.121 SPECIFIC ENERGY(FEET) = 0.443 CRITICAL-DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 2.18 CRITICAL FLOW AREA(SQUARE FEET) = 0.40 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.18 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 2.43 CRITICAL DEPTH(FEET) = 0.35 CRITICAL FLOW PRESSURE -I- MOMENTUM(POUNDS) = 7.49 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.091 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.438 CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study [ 85 STREET FLOW DEPTH ON PIO PICO DR This section will determine the depth of QIOO flow on Pio Pico Dr, at the point of the proposed entrance to "Street A." The results will be used to design the entrance of the subdivision to not allow any stormwater run-on from the public street onto the private subdivision. The surface area that drains to the point mentioned above will be half the street width of Pio Pico Dr, multiplied by the length of upstream roadway that extends to the end of Pio Pico Dr. The road is crowned, allowing runoff to both sides of the street into small natural drainage ditches running alongside the road. Due to the natural slope and drainage in the area, there is no contribution from individual private lots to the street flow at the proposed project site. There exists no storm drain infrastructure uphill of the project entrance. Distance and elevation data were taken from the City of Carlsbad 2005 Aerial Imagery with 2-foot Contours, Sheet 8 of 25. The slope of Pio Pico Dr in the area of interest was determined as 3.7%. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1459 Analysis prepared by: BHA Inc 5115 Avenida Encinas, Suite L Carlsbad CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 100 Year Storm, Pio Pico Dr Runoff Hydrology Analysis * * 9-6-2012 bl * ************************************************************************** FILE NAME: 1224PDR.DAT TIME/DATE OF STUDY: 12:32 09/06/2012 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 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 0.0313 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 CT 12-01,2373 Pio Pico Drive bhA, Inc, Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study 86 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 136.00 DOWNSTREAM ELEVATION(FEET) = 133.22 ELEVATION DIFFERENCE(FEET) = 2.78 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.317 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«<« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 133.22 DOWNSTREAM(FEET) = 109.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0404 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 25.000 MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 0.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.205 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.47 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.85 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 5.83 SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.74 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) 0.84 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.21 3.00 = 675.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = PEAK FLOW RATE(CFS) = 0.84 5.83 END OF RATIONAL METHOD ANALYSIS CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying ' 87 TIME/DATE OF STUDY: 12:37 09/06/2012 Problem Descriptions: QIOO Flow Depth in Proposed Gutter at "Street A" Entrance See Sheet 1 of Tentative Map for Gutter Profile 9/6/2012 bl **************************************************************************** »»CHANNEL INPUT INFORMATION«« CHANNEL Zl(HORIZONTAL/VERTICAL) = 25.00 Z2(HORIZONTAL/VERTICAL) = 25.00 BASEWIDTH(FEET) = 0.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.037000 UNIFORM FLOW(CFS) = 0.84 MANNINGS FRICTION FACTOR = 0.0130 NORMAL-DEPTH FLOW INFORMATION: »»> NORMAL DEPTH (FEET) = 0.10 FLOW TOP-WIDTH(FEET) = 5.25 FLOW AREA(SQUARE FEET) = 0.28 HYDRAULIC DEPTH(FEET) = 0.05 FLOW AVERAGE VELOCITY(FEET/SEC.) = 3.05 UNIFORM FROUDE NUMBER = 2.349 PRESSURE -t- MOMENTUM (POUNDS) = 5.57 AVERAGED VELOCITY HEAD(FEET) = 0.145 SPECIFIC ENERGY(FEET) = 0.250 CRITICAL-DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 7.33 CRITICAL FLOW AREA(SQUARE FEET) = 0.54 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.07 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 1.56 CRITICAL DEPTH(FEET) = 0.15 CRITICAL FLOW PRESSURE -^ MOMENTUM(POUNDS) = 4.18 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.038 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.185 Conclusion: The Critical Depth of flow is less than the proposed depth of the Gutter at "Street A" entrance, therefore no runoff from the 100 Year Storm will enter the subdivision from the public street. CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study ! 88 IV. REFERENCES CT 12-01,2373 Pio Pico Drive bhA, Inc. Project Number CDP 12-15 land planning, civil engineering, surveying Drainage Study [ a •-t O a •-t oject 1 I oject 1 ^ ina oject 1 ro o era Mumber ro 00 1—^ c Mumber CO dy o TJ dy o o' ^ o o Drive cn Drive 03 pu > TD 03 ZD ZJ O ^' CQ O < CD ZZ, (Q zz o ' cn C < O •< Hydrologic Soil Group—San Diego County Area, Califomia 467860 467880 4.7,:.M V 4f;r700 467750 467740 Mfip Sra'e 1 1.1S0ifpnnle(lonAsiZ9(8 5"x 11")she»t 467861 467880 467500 IN A 30 60 y^DA Natural Resources C:onservation Service a Meters 0 aFeel Web Soil Survey National Cooperative Soil Survey 3/26/2012 Page 1 of 4 a :? ' o o CD' o ro cb 3 (ra .-^ ^ q ro C/5 g. CO C 5? CO o ° TJ TJ _x O to o O cn 13. < CD zz =3 (a o o =; 'Q zz' Hydrologic Soil Group-San Diego County Area, California MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Soil Ratings • A • .Nu • B • B,.'D • C • C/D • D Not rated or not available Political Features 0 Cities Water Features Streams and Canals Transportation +++ Rails Interstate Highways US Routes Major Roads Local Roads MAP INFORMATION Map Scale: 1:1.150 if printed on A size (8 5" 11") sheet. The soil sun/eys that comprise your AOI were mapped at 1 24 000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding ofthe detail of mapping and accuracy of soil line placement The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http:/A/vebsollsurvey.nrcs.usda.gov Coordinate System: UTM Zone 11N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: San Diego County Area. California Version 6, Dec 17, 2007 Date(s) aerial images were photographed: 6/7/2005 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. --zz CO zz CD I «ir)A Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/26/2012 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — San Diego County Area, California (CA638) Map unit symbol Map unit name Rating Acres In AOI Percent of AOI CbC Carisbad gravelly loamy sand. 5 to 9 percent slopes c 0.1 2.7% MIC Marina loamy coarse sand, 2 to 9 peroent slopes B 5.3 97.3% Totals for Area of Inlerest 5.5 100.0% Description Hydrologic soil groups are tiased on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (MD, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high rurraff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/26/2012 Page 3 of 4 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying D 5" I-t d ! tc OQ ' fD CD O 02 o- ^ 8 -o O —I r>o 1 o ro CO -J 33 o 3J o' o Ol Z3. < CD 03 U" 3 r -S" > 3 P cp o CD Z3 CQ rj' CD CD 5' CO c CD >< 3' CQ Directions for Application: (1) From predpitation maps detennine 6 hrand 24 hr amounts for the selected frequency. These maps are included in Ihe County Hydrology Manual (10,50, and 100 yrmaps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (If necessary) so lhat It is within the range of 45% to 65% of the 24 hr precipitation (not applicaprie to Desert). (3) Plot 6 hr precipitation on the right side of Ihe chart. (4) Draw a line through ihe point parallel to Ihe plotted lines. (5) This line is Ihe intensity-duration curve for the localion being analyzed. Application Form: J (a) Selected frequency 50 yoar 5 p (t>) Pe - 3 In- P24 = 5.5 ,_J. = 54.5 %(2) 3 4 Hours 24 (c) Adjusted Pg'^' = 3 in. I (d) »x = 2° min. (e)l= 3.2 in./hr. Note: This chart replaces the Intensity-Duratlon-Frequency curves used since 1965. P8 1 1.S 2 2.5 3 3.5 4 4i ' 5 5.5 6 Duration 1 1 t 1 1 „ 1 1 1 1 1 S 2.63 i.ai 5.27I6.SS 7,90 9.22 10.54 11,66 13.17 14.49 15,81 7 2.12 3.18 4,24 5.3016,36 7.42 '8,48 9.54 ' 10.60 11.66 12.72 10 1.68 2.53 3,37 421 15,05 5.90 6.74 7.58 • 6.42 9,27 10,11 IS 1.30 1.95 2.59 3.24 13,89 4,54 5.19 5,64 6,49 7.13 "7.78 20 1.06 1.62 &1S 2.69 3.23 3,77 4.31 4,85 5.39 5,93 8.46 0.99 1.40 1.87 2.33 2.80 3,27 3.73 4.20 4.67 5,13 5,60 30 0.B3 1.24 1.86 2.07 2.49 2,90 332 3 73 4.15 4.56 4.98 40 0.69 1.03 1.38 1.72 2.07 2.41 2.76 3.10 3.45 3.79 4.13 SO O.eo a90 1.19 1.49 "l.'79 2:09 2.39 2.69" 2.98 3.28 3,58 to 0.53 0.80 1.06 1,33 1,59 1.88 2.12 2.39 • 2,65 2.92 3.18 M 0.41 0.81 6.82 1,02 1,23 1.43 1.63 1.84 • 2,04 2.25 2.45 120 0.34 0.51 0.68 0,85 1.02 1.19 1.36 "f.S3 " 1.70 1.87 2.04 150 0.29 0.44 0.59 0.73 0.88 1.03 1.18 1.32 ' 1.47 1.62 1.76 ISO 0.26 OM 0.52 0.85 6,78 0.81 104 1.18 1.31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.85 0.76 0.87 0.98 1.08 : 1.19 1.30 300 ai9 0.2a 0.38 0.47 0.58 0.66 0.75 6.85 • 0.94 ro3 1.13 aso 0.17 0.2s 0.33 0,42 0.50 OSS 0.67 675 6.84 0.S2 1.00 Intensity-Duration Design Chart - Example O 7 G l-i O —' " g IO 00 g- CO O 3? -a 3J —». o' ro O -1- O cn =. CO 3 P 3' O <• CD 3 CQ 3' CD CD ^ 3' cp C/) c: CD 3 CQ 100 ti Ol UJ O z to o UJ CO o: O o a: UJ I EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s)=1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 J 1.8 (1.1-C) Vp" 'VF FIGURE Rational Fonnula - Overland Time of Flow Nomograph EQUATION I AE 7 Tc = Time of conceritration (hours) L = WMercourse Distance (miles) AE = Change in elevation along etfective slope line (See Figure 3-5)(feet) \ L \ Milee Feet \ ^1. N.— - \ o.s — 4000 3000 .2000 — 180(1 — 16O0 1400 — 1200 -1000 — 90« -BOO - 700 -COO -SOO -400 — 200 \ — Nomograph for Determination of Time of Concenfrotion flc) or Travel Time [Tt) for Natural Wbtersheds FIG URE CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying Watershed Divide AE Watershed Divide. \ Stream Proflle Area "A" = Area "B" SOURCE: Calitornia Division oi Highways (1941) and Kirpich (1940) Design . Point FIGURE Computation of Effective Slope for Natural Watersheds CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying 96 0 5" £3 >-t O g ro 01 g- CO O O -O TJ —». o' IO o 03 O" 3 ^ 3 P 3' (p O <[ CD 3 CQ 3' CD CD ^ 3' cp CO c CD 3' CQ !L:-::L!::rife'|ik-LL,ni-ii '•- •; iCjcJunty, rfitLTih - - Si La.:":.; !. County of San Diego Hydrology Manual Rainfall Isopluvials 2 Year Rainrall Event - 6 Hours tsopluvlBl tinctiai) &!///7''^'4^' DPW ^Qis S^GIS 3 0 3 Mllas O 2 S. CD' ri iCTQ ^ .-^ " g ro 00 g- C*J ^ ^ O o -a 3J o' ro o -1- O cn 13. 0) cr nd > "D 03 3 ZD 3 0 3' O <; CD 3 CQ 3' CD CD —^ 3' c/> c CD ,^ ' 3' ™ CQ CO a TJ o i-t ^ —I ' iri 3 a >^ g ro C/D g- CO O o -a TJ —». o' ro o 3 P 3' cp O CD 3 CQ 3' CD CD —\ 3' cp v> c CD -< 3' CQ O 5" o 3 a P o cro ? . " g ro ors g- CO ? §^ 3! D O TJ TJ o ro o ^ O cn 3. < CD 03 O" 3 r 3 P 3' cp O <; CD 3 eg 3' CD CD 5' cp c/3 C CD -< 3' CQ 10 Year Rainrall Event - 24 Hoan ;±1 County of San Diego Hydrology Manual Rainfall Isopluvials Isopluvial (InchM) ^4 ^ ^GIS SanGIS O 5' n I-t d —I fB c -• " g ro 00 g. CO O 3! O o -U TJ -i. o ro o -1- D cn 3. < CD 03 U~ 3 r 3 P 3' P O <; CD 3 CQ 3' CD CD ~^ 3' cp C/3 c CD 3' CQ D 7 Q ^ *c5' —^ 3 a CTO ? .-^ g ro 00 g- c*> B 55 2^ -^-O 3? 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I I IX. i . :.. ! : :dil^r:r!L.f7:-Li!i,;j.:tr 'COURtyjj County of San Diego Hydrology Manual D 7 £3 3 a 03 :i o TO ? r-' g ro 00 g. CO ? ^ Si O 3? D O -a TJ —». o' ro o -1- O cn ^. < CD 03 O" 3 r 3 P 3' P O CD 3 CQ 3' CD CD —1 3' P cn c - 5 CD •< — ' 3' O CQ •If - T-r.-?.- b'^i i w ^RlVersidg lEjciunty- j_ ' • 100 Year Rainfall Event - 6 Hours County of San Diego Hydrology Manual Rainfall Isopluvials ISdtl^jvlBl (Inchss) DPW -a&" "hfs SaffGIS : a TJ o •-to —' 3 a >^ 03 O TO ? g ro 00 g. CO •^03? O o -O TJ o' ro o -1- O cn ^. 03 U~ 3 r 3 P 3' cp O CD 3 CQ 3' CD CD 3' P cn c CD 3' CQ '1:1111-! tni!gl LLLrri.i T^HtU i bdi ' * County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours Isopluvial (Inchas) DPW ^r^^c^ ^GIS SanGIS N iMawvaNi 3 0 3 Mllu to D 5" £3 I-t ^ —I S. "CD" 3 O (K) Z . " g IO 00 g. CO ^^O 3! O o Tl TJ —». O' ro o ^ O cn < CD San Dicgo County Hydrology Manual Date: June 2003 Section: Page: Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS 3 6 of 26 03 3 £3. CT 3> 2 P 3 P a <\ CD 3 CQ 3' CD CD 5" P cn c CD 3' CQ Land Use RunofT Coefficient "C" Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 1 0-25 1 0.30 0,35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0,27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0,52 Medium Density Residential (MDR) Residential, 73 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited 1.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General L) General Industrial 95 0.87 1 0.87 1 0.87 0.87 *The values associated with 0% impervious may be used for direct calcuiation of the runoff coefficient as described in Section 3.1.2 (representing the pervious ninoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 San Diego County Hydrology Manual Date: June 2003 Section: Page: 12 of 26 Note ttiat the Initial Time of Concentration should be reflective of the general land-use at the upstream end ofa drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Tj values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) Element"* DU/ Acre .5% 1% 2% 3% 5% 10% Element"* DU/ Acre LM Ti LM Ti LM T, LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 o.pycom 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying 108 Inflow Hydrograph-100 Year Basin A Inflow Hydrograph - 100 Year Basin B RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 8/1/2014 HYDROGRAPH FILE NAME Tesrti TIME OF CONCENTRATION 12 MIN. 6 HOUR RAINFALL 2.6 INCHES BASIN AREA 2.6 ACRES RUNOFF COEFFICIENT 0.503 PEAK DISCHARGE 5.28 CFS RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 8/1/2014 HYDROGRAPH FILE NAME Textl TIME OF CONCENTRATION 12 MIN. 6 HOUR RAINFALL 2.6 INCHES BASIN AREA 2.6 ACRES RUNOFF COEFFICIENT 0.588 PEAK DISCHARGE 5.86 CFS TIME MIN) 0 DISCHARGE (CFS) 0 TIME MIN) 0 DISCHARGE (CFS) 0 TIME MIN) -12 DISCHARGE (CFS) = 0.2 TIME MIN) 12 DISCHARGE (CFS) = 0.2 TIME MIN) 24 DISCHARGE (CFS) = 0.2 TIME MIN) = 24 DISCHARGE (CFS) -0.2 TIME MIN) = 36 DISCHARGE (CFS) 0.2 TIME MIN) 36 DISCHARGE (CFS) = 0.3 TIME MIN) = 48 DISCHARGE (CFS) 0.2 TIME MIN) = 48 DISCHARGE (CFS) = 0.3 TIME MIN) = 60 DISCHARGE (CFS) 0.2 TIME MIN) = 60 DISCHARGE (CFS) = 0.3 TIME MIN) = 72 DISCHARGE (CFS; = 0.2 TIME MIN) 72 DISCHARGE (CFS) = 0.3 TIME MIN) 84 DISCHARGE (CFS) 0.3 TIME MIN) 84 DISCHARGE (CFS) 03 TIME MIN) 96 DISCHARGE (CFS) 0.3 TIME MIN) 96 DISCHARGE (CFS) 03 TIME MIN) -108 DISCHARGE (CFS) = 0.3 TIME MIN) = 108 DISCHARGE (CFS) = 0.3 TIME MIN) = 120 DISCHARGE (CFS) 0.3 TIME MIN) 120 DISCHARGE (CFS) = 0.3 TIME MIN) = 132 DISCHARGE (CFS) 0.3 TIME MIN) 132 DISCHARGE (CFS) = 0.4 TIME MIN) = 144 DISCHARGE (CFS) 0.3 TIME MIN) = 144 DISCHARGE (CFS) = 0.4 TIME MIN) 156 DISCHARGE (CFS) = 0.4 TIME (MIN) 156 DISCHARGE (CFS) = 0.4 TIME (MIN) 168 DISCHARGE (CFS) = 0.4 TIME (MIN) = 168 DISCHARGE (CFS) = 0.5 TIME MIN) = 180 DISCHARGE (CFS) = 0.5 TIME MIN 180 DISCHARGE (CFS) 0.6 TIME MIN) = 192 DISCHARGE (CFS) 0.5 TIME (MIN) = 192 DISCHARGE (CFS) = 0.6 TIME MIN) 204 DISCHARGE (CFS) 0.6 TIME MIN) 204 DISCHARGE (CFS) = 0.7 TIME MIN) = 216 DISCHARGE (CFS) 07 TIME MIN) = 216 DISCHARGE (CFS) = 0.8 TIME (MIN 228 DISCHARGE (CFS) 1 TIME (MIN) 228 DISCHARGE (CFS) 1.2 TIME (MIN) 240 DISCHARGE (CFS) 1.2 TIME (MIN) 240 DISCHARGE (CFS) = 1.8 TIME (MIN) = 252 DISCHARGE (CFS) 5.28 TIME (MIN) = 252 DISCHARGE (CFS) = 5.86 TIME MIN) = 264 DISCHARGE (CFS 0.8 TIME (MIN) = 264 DISCHARGE (CFS) = 0.9 TIME MIN 276 DISCHARGE (CFS = 0.5 TIME MIN) = 276 DISCHARGE (CFS) = 0.6 TIME MIN = 288 DISCHARGE (CFS) 0.4 TIME IMINj 288 DISCHARGE (CFS = 0.5 TIME (MIN 300 DISCHARGE (CFS 0.4 TIME (MIN) 300 DISCHARGE (CFS = 0.4 TIME (MIN = 312 DISCHARGE (CFS = 0.3 TIME (MIN) 312 DISCHARGE {a=S = 0.4 TIME (MIN = 324 DISCHARGE (CFS = 0.3 TIME (MIN 324 DISCHARGE (CFS = 0.3 TIME (MIN 336 DISCHARGE (CFS 0.2 TIME (MIN) = 336 DISCHARGE (CFS = 0.3 TIME (MIN = 348 DISCHARGE (CFS = 0.2 TIME (MIN 348 DISCHARGE (CFS = 0.3 TIME (MiN = 360 DISCHARGE (CFS = 0.2 TIME (MIN 360 DISCHARGE (CFS = 0.2 TIME (MIN 372 DISCHARGE (CFS = 0 TIME (MIN 372 DISCHARGE (CFS = 0 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying 109 Inflow Hydrograph-10 Year Basin A Inflow Hydrograph -10 Year Basin B RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 9/22/2014 HYDROGRAPH FILE NAME Textl TIME OF CONCENTRATION 12 MIN. 6 HOUR RAINFALL 1.7 INCHES BASIN AREA 2.6 ACRES RUNOFF COEFFia ENT 0.503 PEAK DISCHARGE 3.42 CFS RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 9/22/2014 HYDROGRAPH FILE NAME Textl TIME OF CONCENTRATION 12 MIN. 6 HOUR RAINFALL 1.7 INCHES BASIN AREA 2.6 ACRES RUNOFF COEFFIQENT 0.588 PEAK DISCHARGE 3.79 CFS TIME (MIN) 0 DISCHARGE (CFS) = 0 TIME (MIN) 0 DISCHARGE (CFS) = 0 TIME (MIN = 12 DISCHARGE (CFS) = 0.1 TIME (MIN = 12 DISCHARGE (CFS) = 0.2 TIME (MIN = 24 DISCHARGE (CFS) = 0.1 TIME (MIN = 24 DISCHARGE (CFS) = 0.2 TIME (MIN) 36 DISCHARGE (CFS) = 0.1 TIME (MIN) 36 DISCHARGE (CFS) = 0.2 TIME (MIN) = 48 DISCHARGE (CFS) = 0.1 TIME (MIN) = 48 DISCHARGE (CFS) = 0.2 TIME (MIN) 60 DISCHARGE (CFS) = 0.2 TIME (MIN = 60 DISCHARGE (CFS) = 0.2 TIME (MIN) = 72 DISCHARGE (CFS) = 0.2 TIME (MIN = 72 DISCHARC3E (CFS) = 0.2 TIME (MIN) = 84 DISCHARGE (CFS) = 0.2 TIME (MIN) 84 DISCHARGE (CFS) = 0.2 TIME (MIN) 96 DISCHARGE (CFS) = 0.2 TIME (MIN) 96 DISCHARC3E (CFS) = 0,2 TIME MIN) = 108 DISCHARGE (CFS) = 0.2 TIME (MIN) = 108 DISCHARGE (CFS) = 0,2 TIME (MIN) 120 DISCHARGE (CFS) = 0.2 TIME (MIN) = 120 DISCHARC3E (CFS) = 0,2 TIME (MIN) = 132 DISCHARGE (CFS) = 0.2 TIME (MIN) 132 DISCHARGE (CFS) = 0,2 TIME (MIN) = 144 DISCHARGE (CFS) = 0.2 TIME (MIN) 144 DISCHARGE (CFS) = 0.3 TIME (MIN) 156 DISCHARGE (CFS) = 0.2 TIME (MIN) 156 DISCHARGE (CFS) = 0.3 TIME (MIN) 168 DISCHARGE (CFS) = 0.3 TIME (MIN) = 168 DISCHARGE (CFS) = 0.3 TIME (MIN) = 180 DISCHARGE (CFS) = 0.3 TIME (MIN) = 180 DISCHARGE (CFS) = 0.3 TIME MIN) 192 DISCHARGE (CFS) = 0.3 TIME (MIN) 192 DISCHARC5E (CFS) = 0.4 TIME MIN) = 204 DISCHARGE (CFS) = 0.4 TIME (MIN) = 204 DISCHARGE (CFS) = 0.5 TIME (MIN) 216 DISCHARGE (CFS) = 0.4 TIME (MIN) 216 DISCHARGE (CFS) = 0.5 TIME (MIN) = 228 DISCHARGE (CFS) = 07 TIME MIN) = 228 DISCHARGE (CFS) = 0.8 TIME (MIN) = 240 DISCHARGE (CFS) = 0.8 TIME (MIN) = 240 DISCHARGE (CFS) = 1.2 TIME (MIN) 252 DISCHARGE (CFS) = 3.42 TIME (MIN) = 252 DISCHARGE (CFS) = 3.79 TIME (MIN) = 264 DISCHARGE (CFS) = 0.5 TIME (MIN) 264 DISCHARGE (CFS) = 0.6 TIME (MIN) = 276 DISCHARGE (CFS) = 0.4 TIME (MIN) = 276 DISCHARGE (CFS) = 0.4 TIME MIN) = 288 DISCHARGE (CFS) = 0.3 TIME (MIN) 288 DISCHARGE (CFS) = 0.3 TIME (MIN) 300 DISCHARGE (CFS) = 0.2 TIME (MIN) 300 DISCHARGE (CFS) = 0.3 TIME MIN) 312 DISCHARGE (CFS) = 0,2 TIME (MIN) = 312 DISCHARGE (CFS) = 0.2 TIME (MIN) = 324 DISCHARGE (CFS) = 0.2 TIME (MIN) 324 DISCHARGE (CFS) = 0.2 TIME (MIN) = 336 DISCHARGE (CFS) = 0.2 TIME (MIN) = 336 DISCHARC3E (CFS) = 0.2 TIME (MIN) = 348 DISCHARGE (CFS) = 0.2 TIME (MIN) 348 DISCHARGE (CFS) = 0.2 TIME (MIN) = 360 DISCHARGE (CFS) = 0.1 TIME (MIN) 360 DISCHARGE (CFS) = 0.2 TIME (MIN) 372 DISCHARGE (CFS) = 0 TIME (MIN) 372 DISCHARGE (CFS) = 0 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying Inflow Hydrograph- 2 Year Basin A Inflow Hydrograph Basin B 2 Year RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992. 2001 RICK ENGINEERING COMPANY RUN DATE 9/22/2014 HYDROGRAPH FILE NAME Textl TIME OF CONCENTRATION 12 MIN. 6 HOUR RAINFALL 1.2 INCHES BASIN AREA 2.6 ACRES RUNOFF COEFFICIENT 0.503 PEAK DISCHARGE 2.4 CFS RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 9/22/2014 HYDROGRAPH FILE NAME Textl TIME OF CONCENTRATION 13 MIN. 6 HOUR RAINFALL 1.2 INCHES BASIN AREA 2.6 ACRES RUNOFF COEFFICIENT 0.588 PEAK DISCHARGE 2.65 CFS TIME MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 0 DISCHARGE (C^FS) = 0 TIME (MIN) = 12 DISCHARGE (CFS) = 0.1 TIME (MIN) = 13 DISCHARGE (CFS) = 0.1 TIME (MIN) 24 DISCHARGE (CFS) = 0.1 TIME (MIN) = 26 DISCHARC5E (CFS) = 0.1 TIME (MIN) = 36 DISCHARGE (CFS) = 0.1 TIME (MIN) = 39 DISCHARGE (CFS) = 0.1 TIME (MIN) 48 DISCHARGE (CFS) = 0.1 TIME (MIN) = 52 DISCHARGE (CFS) = 0.1 TIME (MIN) = 60 DISCHARGE (CFS) = 0.1 TIME (MIN) = 65 DISCHARC3E (C^S) = 0.1 TIME (MIN) = 72 DISCHARGE (CFS) = 0.1 TIME (MIN) = 78 DISCHARC3E (CFS) = 0.1 TIME (MIN) = 84 DISCHARGE (CFS) = 0.1 TIME (MIN) = 91 DISCHARGE (CFS) = 0.1 TIME (MIN) = 96 DISCHARGE (CFS) = 0.1 TIME (MIN) = 104 DISCHARC3E {CFS] = 0.1 TIME (MIN) = 108 DISCHARGE (CFS) = 0.1 TIME (MIN) = 117 DISCHARGE (CFS) = 0.2 TIME (MIN) 120 DISCHARGE (CFS) = 0.1 TIME (MIN) = 130 DISCH/^RCSE (CFS) = 0.2 TIME (MIN 132 DISCHARGE (CFS) = 0.1 TIME (MIN) = 143 DISCHARGE (CFS) = 0.2 TIME (MIN) 144 DISCHARGE (CFS) = 0.2 TIME (MIN) = 156 DISCHARGE (CFS) = 0.2 TIME (MIN = 156 DISCHARGE (CFS) = 0.2 TIME (MIN) = 169 DISCHARCE (CFS) = 0.2 TIME (MIN) 168 DISCHARGE (CFS) = 0.2 TIME (MIN) = 182 DISCHARGE (CFS) = 0.2 TIME (MIN 180 DISCHARGE (CFS) = 0.2 TIME (MIN) = 195 DISCHARGE (CFS) = 0.3 TIME (MIN = 192 DISCHARGE (CFS) = 0.2 TIME (MIN) = 208 DISCHARGE (CFS) = 0.3 TIME (MIN = 204 DISCHARGE (CFS) = 0.3 TIME (MIN) = 221 DISCHARGE (CFS) = 0.4 TIME MIN' = 216 DISCHARGE (CFS) = 0.3 TIME (MIN) = 234 DISCHARGE (CFS) = 0.5 TIME (MIN' = 228 DISCHARGE (CFS) = 05 TIME (MIN) = 247 DISCHARGE (CFS) = 0.7 TIME (MIN) 240 DISCHARGE (CFS) = 0.6 TIME (MIN) = 260 DISCHARC3E {CfS) = 2.65 TIME (MIN) = 252 DISCHARGE (CFS) = 2.4 TIME (MIN) = 273 DISCHARGE (CFS) = 0.4 TIME (MIN) 264 DISCHARGE (CFS) = 0.4 TIME (MIN) = 286 DISCHARGE (CFS) = 0.3 TIME (MIN) 276 DISCHARGE (CFS) = 0.2 TIME (MIN) = 299 DISCHARGE (CFS) = 0.2 TIME (MIN) = 288 DISCHARGE (CFS) = 0.2 TIME (MIN) = 312 DISCHARGE (CFS) = 0.2 TIME (MIN = 300 DISCHARGE (CFS) = 0.2 TIME (MIN) = 325 DISCHARGE (CFS) = 0.2 TIME (MIN) 312 DISCHARGE (CFS) = 0.1 TIME (MIN) = 338 DISCHARGE (CFS) = 0.1 TIME (MIN) 324 DISCHARGE (CFS) = 0.1 TIME (MIN) = 351 DISCHARGE (CFS) = 0.1 TIME MIN = 336 DISCHARGE (CFS) = 0.1 TIME (MIN) = 364 DISCHARGE (CFS) = 0.1 TIME MIN' = 348 DISCHARGE (CFS) = 0.1 TIME (MIN) = 377 DISCHARGE (CFS) = 0 TIME (MIN' = 360 DISCHARGE (CFS) = 0.1 TIME (MIN) = DISCHARGE (CFS) = TIME (MIN 372 DISCHARGE (CFS) = 0 CT 12-01,2373 Pio Pico Drive Project Number CDP 12-15 Drainage Study bhA, lnc land planning, civil engineering, surveying . ' 11; o :? ! l-t O 3 a TO ^ n I 00 g. ! B ^ i 1^ ^ I >< o o TJ o —I ro o ro 1 cn ro CO CO TJ o' TJ o' o CJ <• CD BMP Siting Spread-iiMt VLM Projecl Name: CT 12431. 2373 Pto Pico Drive hVlroIogic Unit: Project Applicant; Rain 6auge: Oceansde iun siic lion: Total noject Area: Parcel (APN): tow Flow Ttveihold: a 102 BMP Name: Basin A BMP Tvpe: Bloretentkm MuvVault BMP NaHve SoH Type: B BMP 1 nffi traHon Rate (In/hr): 0.52 Ateas Draining to BMP HMP Siring Factors Minimum BMPS ?e DMA Name Area(<if) Soil Type Slope Post project Surfece Type Runoff Factor (Tahle 4-2J Biore ten lion Surface Area Vault Vohime N/A Biore len lion Surface Ajea (<4) Vault Volume {nf) N/A DMAA 40S40 B Roof LP 0.04 0.34 N/A 162J 13784 N/A 59667 B McKterat« ai 0.04 0.34 N/A 239 Z029 N/A Tolal BMP Area 100?07 Minimum BMP Size 1860.268 15812 Proposed BMP Size" 4279 N/A N/A in Minimum Vault Deptti N/A in Maximum Vault Deplh N/A in Selected Vault Deptti 68.40 in Selected Vault Volume 15918 cubic feet TV srr ibe tfie BMP's in sufficient detail in your SWMP to demoniitTate tfie area, volume, and otfier crileria can he met within Hie constraints of ttie site. BMP's must he adapted and applied to the conditions pecific to the developmenl proiect Hich asunsiahle 'dopes or the lac* of avaHaMe fiead. De liAnaled Staff have final review and approval authority over the project desifirx 03 3 r ^ > 3 P 3' P O <; CD 3 CQ 3' CD CD 5' cp c/3 CD 3' CQ This Siring Calculator hasbeen developed ir mplianre wilh the Countywide Model SUSMP. For questions or concern? please conlact the jurisdiction in which your proiect isfocated o •-t TJ O 3 a Cl3 O cro ^ rs g ro C/3 g- CO i O O -O TJ o" ro o ^ O cn ^. < CD BMP Sizing Spreadsheet Vl.04 Project Name: 12-01, 2373 Pio Pico Dr Hydrologic Unit: Project Applicant: Rain Gauge: Oceanside Jurisdiction: Total Project Area: Parcel (APN): Low Flow Thresliold: O.ICJZ BMP Name Basin A BMP Type: Bioretention Plus Vault DMA Name Rain Gauge Existing Condition CX2 Sizing Factor (cfs/ac) DMA Area (ac) Orifice Fiow - %Q2 (cfs) Orifice Area (in2) DMA Name Rain Gauge Soil Type Cover Slope CX2 Sizing Factor (cfs/ac) DMA Area (ac) Orifice Fiow - %Q2 (cfs) Orifice Area (in2) DfVIA A Oceanside 8 Scrub Moderate 0.134 0.931 0.012 0.17 Oceanside B Scrub 0.134 1,370 0.018 0.26 03 0-nd > 03 3 3 3 0 3' P 0 <• CD 3 CQ 3' CD CD —1 3' P cn c 5 CD 3 CQ 0.031 0.43 0.74 Tot. Allowable Olfice Flow (cfs) Tot. Allowabte Orlffca Araa (InZ) Max Orif ica Diamatar (in) 0.141 1.77 1.50 Actual Orifice Flow (cfs) Actuai Orifice Area (in2) Selected Orifice Diameter (in) I Drawdown (Hrs) | 62.7 | O 5 £3 3 a OQ ^ g- ! o o -o ro cn ro I o ro CO CO TJ O" TJ o' o O BMP Siring Spread^eet Vl.04 Project Name: CT 12^)1, 2373 Pio Pico Drive Hydtologic Ur^t; Project Applicani: Rain Gauge: Ocewi^de luti sdiction: Total Project Area: Parcel (APN): low Flow Threshold: 0.1O2 BMP Name: Baiin B BMPType: Bioretention riusVaiiit BMP Native Soil Type: B BMP IntFltranon Rate (In/hr): a 52 DMA Total BMP Area Areas Draining to BMP Slog^ Post Project Sur^e Type tUinoff Factor (TAle 4-2) Biore tention Surface Area Vault Volume Minimum BMP Site Ptopose^MFsIzc*" Minim um BMP Size Bioretention Sutface Area (sf) 2165 Wrimum Vault Pep^ "Ttlajomum vault Deptti ^Selecte^VwiltD^lh ""seiecte^^wi^SCme Vault Volume jcf) 18400 N/A N/A 20220 N/A N/A N/A N/A Describe the BMP'sin sufficient detail io your SWMP to demonstrate the area, volume, and ottier criteria can be mei within the constraintsof ttie site. BMP'smust be adapted and applied to the condittons pecific to the development project such asunstable dopes or the lack of avaHable head. f)e'iignated Slaff have final review and approval a«itfif»rity over tfie project design This Siring Calculator hasheen developed in compliance with the Countywide Model SUSMP. For questions or [Mease contact the ^iriscRction in which yow proiect is located 03 3 Q. "O. 03 3 3 3' CQ O CD 3 CQ 3' CD CD 5' P CO c CD >< 3 CQ cr o :? 3 a rti £ , B i CD O D -D IO I cn O —I ro CO ro CJO CO TJ o' TJ o' o o <" CD BMP Sizing Spreadstieet Vl.04 Project Name: 12-01. 2373 Pio Pico Dr Hydrologic Unit: Project Applicant: Rain Gauge: Oceanside Jurisdiction: Total Project Area: Parcel (APN): Low Flow Thresiiold: 0.1Q2 BMP Name Basin B BMP Type: Bioretention Plus Vault DMA Name Rain Gauge Existing Condition Q2 Sizing Factor (cfs/ac) DMA Area (ac) Orifice Flow - %Cl3 (cfs) Orifice Area (in2) DMA Name Rain Gauge Soil Type Cover Slope Q2 Sizing Factor (cfs/ac) DMA Area (ac) Orifice Flow - %Cl3 (cfs) Orifice Area (in2) DMA B Oceanside ••,;B, ••,••..Scrub". • Modarata 0.134 1.242 0.017 0.23 Oceanside B Scrub ; Modarata 0.134 1,229 0,016 03 3 Q. "D 03 3 3 3' P O <; CD 3 CQ 3' CD CD 5' P W c 5 CD '< 3' CQ 0.033 0.46 0.76 Tot. Allowable Orifice How (cfs) Tot. Altowabia Orffica Araa (inZ) IWlax Orif ica Diamatar (In) 0.144 1.77 1.50 Actuai Orifice Flow (cfs) Actual Orifice Area (in2) Selected Orifice Diameter (in) I Drawdown (Hrs) | 78,7 | 3" o