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HomeMy WebLinkAboutPIP 05-25x1A; HCP Bressi Ranch PA 2; Planned Industrial Permit (PIP) (6)- ~~~~~---~----~~------------------------ BRESS/ RANCH PlANNING AREA 2 DRAINAGE STUDY TABLE OF CONTENTS Odober 2011 1 . INTRODUCTION ..................................................................................................................... 2 1.1 Project Description ....................................................................................................................... 2 1 .2 Existing Conditions ...................................................................................................................... 2 1.3 Proposed Conditions ................................................................................................................... 2 2. METHODOLOGY ..................................................................................................................... 4 2.1 Rational Method .......................................................................................................................... 4 2.2 Runoff Coefficient ........................................................................................................................ 6 2.3 Rainfalllntensity ........................................................................................................................... 6 2.4 Tributary Areas ............................................................................................................................ 7 3. CALCULATIONS/RESULTS .......................................................................................................... 7 3.1 Pre & Post Development Peak Flow Comparison ............................................................................ 7 3.2 Storm Water Quality .................................................................................................................... 8 3.3 Hydromodification ....................................................................................................................... 8 4. CONCLUSION ........................................................................................................................ 9 Appendix 1 .................................................................. Pre-Development Map Appendix 2 ................................................................. Post Development Map Appendix 3 .................................................................................... Hydrology Appendix 4 .............................. AES Rational Method & Pipe Flow Calculations Appendix 5 .................................... Treatment Control BMP Sizing Calculations BRESS/ RANCH PLANNING AREA 2 DRAINAGE STUDY 1. INTRODUCTION 1 . 1 Project Description October 201 1 This 23.09± acre project site consists of eight (8) existing, mass-graded, undeveloped lots which will be graded to accommodate the construction of eight (8) new two-story buildings with a parking structure, associated on-grade parking and site improvements. The project site is bordered on the north by Gateway Road, to the east by Alicante Road, to the south by Town Garden Road and west by El Camino Real. The immediate surrounding area is comprised primarily of industrial and commercial uses as well as some single family residential as planned for in the Bressi Ranch area. Interstate 5 is approximately 3.5 miles to the west of the project site along Palomar Airport Road. The project site is currently located in the zone designated as P-M, planned industrial. 1 .2 Existing Conditions The site currently does not have any storm drain infrastructure installed on-site, but public storm drain infrastructure is located in the adjacent public rights-of-way along Town Garden Road and Alicante Road. Storm drain laterals have been installed during the previous mass-grading operation to serve the temporary desilting basins located on site. These storm drain laterals will be used for the new private storm drain systems associated with the project's development. Presently, the site sheet flows to temporary desilting basins located on each lot. The site generally drains to the south and to the east toward the public storm drain infrastructure located in Town "'-Garden Road and Alicante Road. Runoff from the project site enters the public storm drain system through the existing storm drain laterals, and flows to two storm drain outfalls south of the project in an unnamed canyon. The westerly outfall discharges through a concrete energy dissipater and over a rip rap apron. The easterly outfall discharges into a detention basin and flow continues to the south after existing the detention basin through a concrete energy dissipater and rip rap apron. The two flows confluence after this point and continue to flow to the south in swales through the future Alga Norte Community Park site. The runoff then crosses under Poinsettia Lane, flows across the La Costa Resort golf course, crosses under Alga Road, continues to flow through the La Costa Resort golf course and enters San Marcos Creek near the intersection of El Camino Real and La Costa Avenue. Near this intersection, San Marcos Creek drains to the west and discharges into Batiquitos Lagoon and ultimately the Pacific Ocean. 1 .3 Proposed Conditions The overall site primarily drains north to south, as in the existing condition, and will not significantly alter drainage patterns on-site or discharge points. The project's layout and grading design divided the site into seven (7) major drainage basins. These basins will have independent, private drainage systems which will tie into the existing public storm drain system surrounding the project site in Gateway Road, Alicante Road and Town Garden Road. The systems will utilize the storm drain laterals which were installed under drawings 400-8C and 421-3. 2 BRESS/ RANCH PLANNING AREA 2 DRAINAGE STUDY October 20 II The majority of the project's drainage areas surface drain to flow-through planters which provide storm water quality treatment and hydromodification management as well as safely convey runoff from the 1 00 year rainfall event to the numerous catch basins located on the site. Several of the project's drainage areas were unable to have flow-through planters integrated into the drainage area due to the numeric sizing criteria and site plan constraints. In these select areas, permeable paver systems are located in vehicular parking areas and are design with a sand filter at the bottom of the permeable paver section, an underdrain with orifice plate and curb inlet or catch basin for water quality treatment, hydromodification flow control and 1 00 year runoff capture, respectively. The proposed project is anticipated to be constructed in phases. Each phase will be constructed with each drainage area's respective treatment and hydromodification BMP so water quality, hydromodification management and 1 00 year storm water conveyance is achieved in each phase. Please see Planned Industrial Permit Amendment 05-24(A) for proposed phase lines. A detailed description of the drainage patterns and flows on site are discussed in the report titled Drainage Study for Bressi Ranch Planning Area 2 prepared by Fuscoe Engineering, dated October, 2011. Additional information on the downstream storm drain system and detention facility is contained in the Drainage Report for Bressi Ranch Mass Grading & Backbone Improvements by Project Design Consultants, dated February, 2003 and Addendum to Drainage Report for Bressi Ranch Mass Grading by Project Design Consultants, dated October, 2004 on file with the City of Carlsbad under CT 00-06, DWG 400-BA, 400-BC and 400-8D. 3 BRESS/ RANCH PlANNING AREA 2 DRAINAGE STUDY October 2011 2. METHODOLOGY The existing backbone storm drain system was designed and constructed based on the 1985 County of San Diego Hydrology Manual as described in the reports listed below: • Drainage Report for Bressi Ranch Mass Grading & Backbone Improvements by Project Design Consultants, dated February, 2003 • Addendum to Drainage Report for Bressi Ranch Mass Grading by Project Design Consultants, dated October, 2004 on file with the City of Carlsbad under CT 00-06, DWG 400-8A, 400- 8C and 400-8D. These reports laid the framework for the ultimate conditions of Bressi Ranch Planning Area 2 being fully built out with a C factor of 0.95. Due to the changes in calculating hydrology in the 2003 County of San Diego Hydrology manual, we found that by using the 2003 method, the results would indicate that some of the existing storm drains would be under capacity, even though the C factor was being reduced from 0.95 to 0.85. It was determined that the proper comparison of the original "Ultimate Conditions" and the current "Proposed Conditions" would be to use the same method as was originally used in the Project Design Consultants report, thus the 1985 Hydrology Manual and Method was used. The AES-20 1 0 computer program was used to calculate the peak runoff from the 1 00-year, 6 hour storm event using the rational method as described in the 1985 County Hydrology Manual. Please refer to this report's Appendix for the results of these calculations. 2.1 Rational Method As mentioned above, runoff on the project site was calculated for the 1 00-year storm event. Runoff was calculated using the Rational Method which is given by the following equation: Q = CxlxA Where: Q = Flow rate in cubic feet per second (cis) C = Runoff coefficient I = Rainfall Intensity in inches per hour (in/hr) A== Drainage basin area in acres, (ac) Rational Method calculations were performed using the AES-201 0 computer program. To perform the hydrology routing, the total watershed area is divided into sub-areas which discharge at designated nodes. The procedure for the sub-area summation model is as follows: (1) Subdivide the watershed into an initial sub-area (generally 1 lot) and subsequent sub- areas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each sub-area. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. The minimum Tc considered is 5.0 minutes. 4 BRESS/ RANCH PlANNING AREA 2 DRAINAGE STUDY 2.2 Runoff Coefficient Odober2011 The runoff coefficient for the project was selected using Table 3-l from the San Diego County Hydrology Manual (June, 2003). The project is underlain by type D soil and the proposed land use is office professional/commercial. Therefore, the selected runoff coefficient for the project site was C = 0.85. 2.3 Rainfall Intensity Rainfall intensity was determined by AES using the 1985 San Diego County Hydrology Manual and Method. 6 - BRESS/ RANCH PLANNING AREA 2 DRAINAGE STUDY 2.4 Tributary Areas October 2011 Drainage basins are delineated on the enclosed Post Development Drainage Exhibit and graphically portray the tributary area for each drainage basin. 3. CALCULATIONS/RESULTS 3.1 Pre & Post Development Peak Flow Comparison Below are a series of tables which summarize the calculations provided in the Appendix of this report. EXISTING DRAINAGE FLOWS CONDITION STORM DRAIN OUTFALL Q1oo (CFS) Existing 30-inch RCP at Sta. 8+ 1 0± Town Garden Road 41.4 Existing 24-inch RCP at Sta. 13+30± Town Garden Road 37.6 Existing 30-inch RCP at Sta. 18+50± Town Garden Road 24.5 Ultimate Planned Condition Total 103.5 Table 1. Existing Condition Peak Drainage Flow Rates Table 1 above lists the projected, ultimate peak flow rates for the project site planned for under Drainage Report for Bressi Ranch Moss Grading & Backbone Improvements by Project Design Consultants, dated February, 2003 and Addendum to Drainage Report for Bressi Ranch Moss Grading by Project Design Consultants, dated October, 2004 on file with the City of Carlsbad under CT 00- 06, DWG 400-BA, 400-BC and 400-BD. PROPOSED DRAINAGE FLOWS BASIN DRAINAGE AREA (ACRES) Q100 (CFS) 1 4.2 20.5 2 6.0 23.6 3 4.6 23.9 4 3.4 16.6 5 1.4 7.6 6 0.6 3.5 7 0.2 1.4 Proposed Total Flow Rate 97.1 Table 2. Proposed Condition Peak Drainage Flow Rates The table above lists the peak flow rates for the project site for the proposed condition for the 1 00 year rainfall event. 7 - - ............. BRESS/ RANCH PLANNING AREA 2 DRAINAGE STUDY PEAK DRAINAGE FLOW COMPARISON RAINFALL EVENT PLANNED, ULTIMATE CONDITION PROPOSED CONDITION Q1oo (CFS) 103.5 97.1 Table 3. Proposed Condition Peak Drainage Flow Rates Odober 2011 COMPARISION Less than existing Table 3 shows the comparison between the peak flow rates for the proposed project and the ultimate, cumulative flow rate for the project site for the proposed condition for the 1 00 year rainfall event. As shown in Table 3 above, the project does not increase the peak runoff rate for the 100 year rainfall event. This cumulative peak flow rate was reduced when compared to the projected ultimate condition because the proposed project's runoff coefficient used in the project's calculations was 0.85 when compared to the assumed 0.95 in the original calculations by Project Design Consultants. 3.2 Storm Water Quality The project's runoff will be treated for storm water quality through the use of flow through planter areas and permeable paver systems as well as several areas of self-treating landscaped areas. The calculations for sizing of the flow through planter areas, permeable paver systems, both flow based BMPs, are included in this report in Appendix 5. A more detailed discussion of the project's storm water quality BMPs can be found in the project's Storm Water Management Plan titled Storm Water Management Plan for Bressi Ranch Planning Area 2 by Fuscoe Engineering, dated October, 2011 under separate cover. 3.3 Hydromodification The project's runoff will have hydromodification attenuation provided by flow through planter areas and permeable paver systems as well as several areas of underground vaults. The calculations for sizing of these facilities for hydromodification and a more detailed discussion of the project's storm water quality BMPs can be found in the project's Hydromodification Report titled Hydromodification Management Report for Bressi Ranch Planning Area 2 by Fuscoe Engineering, dated October, 2011 under separate cover. 8 BRESS/ RANCH PlANNING AREA 2 DRAINAGE STUDY 4. CONCLUSION October 2011 As the flow rates demonstrate in Table 3 in Section 3, the proposed project has a lower runoff coefficient when compared to the assumed runoff coefficient in Project Design Consultant's original calculations. This lower C value yields a lower peak flow rate for the design storm analyzed than what was originally assumed in the original planning of the storm drain infrastructure provided to and surrounding the site. Therefore, proposed project is not anticipated to negatively affect any downstream facilities since the overall 100 year cumulative flow rate decreased when compared to the assumed, ultimate build-out condition. In addition, this drainage study has also demonstrated that the proposed project runoff will be treated for storm water quality through the use of flow-through planters and permeable pavers. 9 ' Appendix 1 - 1985BR1. TXT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2010 Advanced Engineering software (aes) ver. 17.0 Release Date: 07/01/2010 License ID 1355 Analysis prepared by: Fuscoe Engineering 6390 Greenwich Dr. suite 170 san Diego, CA 92122 ************************** DESCRIPTION OF STUDY ************************** * BRESS! RANCH PLANNING AREA 2 * * PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL * * 10/14/11 * ************************************************************************** FILE NAME: 1985BR1.DAT TIME/DATE OF STUDY: 16:19 10/17/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 198.00 TO NODE 196.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 294.50 DOWNSTREAM ELEVATION(FEET) = 293.90 ELEVATION DIFFERENCE(FEET) = 0.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.486 TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1 1985BR1. TXT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) 0.33 **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 194.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ===================================================================:======== ELEVATION DATA: UPSTREAM(FEET) = 293.90 DOWNSTREAM(FEET) = 293.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.0100 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.33 FLOW VELOCITY(FEET/SEC) = 1.50 (PER LACFCD/RCFG&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 6.67 LONGEST FLOWPATH FROM NODE 198.00 TO NODE 194.00 = 120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 198.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.128 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.30 TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 6.67 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1. 56 1.90 **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 188.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 288.30 DOWNSTREAM(FEET) 283.75 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.68 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.90 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 7.33 LONGEST FLOWPATH FROM NODE 198.00 TO NODE 188.00 = 345.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 188.00 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.) = 7.33 RAINFALL INTENSITY(INCH/HR) = 5.77 TOTAL STREAM AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.90 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 190.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ Page 2 1985BR1.TXT ~:USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 291.50 DOWNSTREAM ELEVATION(FEET) = 290.00 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.206 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) 0.22 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 188.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 290.00 DOWNSTREAM(FEET) = 288.75 CHANNEL LENGTH THRU SUBAREA(FEET) = 50.00 CHANNEL SLOPE = 0.0250 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.22 FLOW VELOCITY(FEET/SEC) = 2.37 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 6.35 LONGEST FLOWPATH FROM NODE 192.00 TO NODE 188.00 = 100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 188.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.322 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 0.29 TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.35 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1. 56 1. 78 **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 188.00 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.) = 6.35 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.78 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 1.90 2 1. 78 Tc (MIN.) 7.33 6.35 INTENSITY (INCH/HOUR) 5.766 6.322 AREA (ACRE) 0.36 0.33 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Page 3 ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 3.51 6.35 3.52 7.33 1985BR1.TXT INTENSITY (INCH/HOUR) 6.322 5.766 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.52 Tc(MIN.) = TOTAL AREA(ACRES) = 0.7 LONGEST FLOWPATH FROM NODE 198.00 TO NODE 7.33 188.00 345.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 182.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 283.75 DOWNSTREAM(FEET) = 282.55 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.16 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 3.52 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 7.71 LONGEST FLOWPATH FROM NODE 198.00 TO NODE 182.00 = 465.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 182.00 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.) = 7.71 RAINFALL INTENSITY(INCH/HR) = 5.58 TOTAL STREAM AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.52 **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 184.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 294.10 DOWNSTREAM ELEVATION(FEET) = 293.25 ELEVATION DIFFERENCE(FEET) = 0.85 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.104 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.56 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 182.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ Page 4 1985BR1.TXT ELEVATION DATA: UPSTREAM(FEET) = 293.25 DOWNSTREAM(FEET) 289.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 95.00 CHANNEL SLOPE 0.0395 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.56 FLOW VELOCITY(FEET/SEC) = 2.98 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 6.53 LONGEST FLOWPATH FROM NODE 186.00 TO NODE 182.00 = 155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 182.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============~=============================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.210 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) = 0.28 TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 6.53 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.48 2.04 **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 182.00 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.) = 6.53 RAINFALL INTENSITY(INCH/HR) = 6.21 TOTAL STREAM AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.04 '~'~ CONFLUENCE DATA ;,~ STREAM RUNOFF NUMBER (CFS) 1 3. 52 2 2.04 TC (MIN.) 7.71 6.53 INTENSITY (INCH/HOUR) 5.577 6. 210 AREA (ACRE) 0.69 0. 38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 5.20 6.53 5.35 7.71 INTENSITY (INCH/HOUR) 6.210 5. 577 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 5.35 Tc(MIN.) = TOTAL AREA(ACRES) = 1.1 LONGEST FLOWPATH FROM NODE 198.00 TO NODE 7.71 182.00 465.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 160.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============~=============================================================== ELEVATION DATA: UPSTREAM(FEET) = 282.55 DOWNSTREAM(FEET) FLOW LENGTH(FEET) 165.00 MANNING'S N = 0.013 279.63 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES Page 5 1985BR1.TXT PIPE-FLOW VELOCITY(FEET/SEC.) = 7.09 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.35 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 8.10 LONGEST FLOWPATH FROM NODE 198.00 TO NODE 160.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 160.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.403 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) 0.38 TOTAL AREA(ACRES) = 1.4 TC(MIN.) = 8.10 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1. 75 7.10 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 158.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 279.63 DOWNSTREAM(FEET) 275.02 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.02 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.10 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.14 LONGEST FLOWPATH FROM NODE 198.00 TO NODE 158.00 = 666.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 172.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 296.00 DOWNSTREAM ELEVATION(FEET) = 294.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.920 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 170.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< Page 6 1985BR1. TXT ==========~================================================================= ELEVATION DATA: UPSTREAM(FEET) = 294.50 DOWNSTREAM(FEET) = 292.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 165.00 CHANNEL SLOPE= 0.0152 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.95 FLOW VELOCITY(FEET/SEC) = 1.85 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 7.49 LONGEST FLOWPATH FROM NODE 174.00 TO NODE 170.00 = 235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 170.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ==========~================================================================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.685 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) = 1.14 TOTAL AREA(ACRES) = 1.3 TC(MIN.) = 7.49 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 5.51 6.46 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 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.) = 7.49 RAINFALL INTENSITY(INCH/HR) = 5.68 TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.46 **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 177.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==========~================================================================= *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 294.50 DOWNSTREAM ELEVATION(FEET) = 293.90 ELEVATION DIFFERENCE(FEET) = 0.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.486 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) 0.33 **************************************************************************** FLOW PROCESS FROM NODE 177.00 TO NODE 176.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ==========~================================================================= ELEVATION DATA: UPSTREAM(FEET) = 293.90 DOWNSTREAM(FEET) = 293.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE= 0.0171 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.33 FLOW VELOCITY(FEET/SEC) = 1.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) Page 7 1985BR1.TXT TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 6.30 LONGEST FLOWPATH FROM NODE 178.00 TO NODE 176.00 = 95.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 177.00 TO NODE 176.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =========================-================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.358 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.23 TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.30 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.24 1.58 **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 170.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 288.30 DOWNSTREAM(FEET) 287.00 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.16 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.58 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 6.84 LONGEST FLOWPATH FROM NODE 178.00 TO NODE 170.00 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.84 RAINFALL INTENSITY(INCH/HR) = 6.03 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.58 ** CONFLUENCE DATA of:"l't STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.46 7.49 5.685 1.31 2 1. 58 6.84 6.029 0.29 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 'f:* PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.67 6.84 6.029 2 7.94 7.49 5.685 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 7.94 Tc(MIN.) = 7.49 TOTAL AREA(ACRES) = 1.6 LONGEST FLOWPATH FROM NODE 174.00 TO NODE 170.00 = 235.00 FEET. Page 8 1985BR1. TXT ,_ **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 164.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==========~================================================================= ELEVATION DATA: UPSTREAM(FEET) = 287.00 DOWNSTREAM(FEET) 286.30 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 7.94 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 7.68 LONGEST FLOWPATH FROM NODE 174.00 TO NODE 164.00 = 305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 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.) = 7.68 RAINFALL INTENSITY(INCH/HR) = 5.60 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.94 **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 166.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==========~================================================================= *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 296.00 DOWNSTREAM ELEVATION(FEET) = 295.00 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.940 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.56 **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 164.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ==========~================================================================= ELEVATION DATA: UPSTREAM(FEET) = 295.00 DOWNSTREAM(FEET) = 293.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 155.00 CHANNEL SLOPE= 0.0097 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.56 FLOW VELOCITY(FEET/SEC) = 1.48 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 7.75 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 164.00 = 215.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 164.00 IS CODE = 81 Page 9 1985BR1.TXT >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.560 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.44 TOTAL AREA(ACRES) = 0.5 TC(MIN.) = 7.75 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 2.08 2.64 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.75 RAINFALL INTENSITY(INCH/HR) = 5.56 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.94 7.68 5.595 2 2.64 7.75 5.560 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.56 7.68 5.595 2 10.53 7.75 5.560 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 10.56 Tc(MIN.) = TOTAL AREA(ACRES) = 2.1 AREA (ACRE) 1.60 0. 54 RATIO 7.68 LONGEST FLOWPATH FROM NODE 174.00 TO NODE 164.00 305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 164.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.595 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.17 TOTAL AREA(ACRES) = 2.3 TC(MIN.) = 7.68 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 0.81 11.37 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 158.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 286.30 DOWNSTREAM(FEET) = Page 10 275.02 - c 1985BR1.TXT FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.86 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 11.37 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 7.95 LONGEST FLOWPATH FROM NODE 174.00 TO NODE 158.00 = 1 515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ====~======================================================================= 'h~ MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.37 7.95 5.471 LONGEST FLOWPATH FROM NODE 174.00 TO NODE *'~ MEMORY BANK # 1 CONFLUENCE DATA ** STREAM NUMBER 1 LONGEST *'~ PEAK STREAM NUMBER 1 2 RUNOFF Tc (CFS) (MIN.) 7.10 8.14 FLOWPATH FROM NODE FLOW RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 18.36 7.95 18.29 8.14 INTENSITY (INCH/HOUR) 5.387 198.00 TO NODE INTENSITY (INCH/HOUR) 5.471 5.387 AREA (ACRE) 2.31 158.00 AREA (ACRE) 1.45 158.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 18.36 Tc(MIN.) = 7.95 TOTAL AREA(ACRES) = 3.8 515.00 FEET. 666.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 150.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ====~======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 275.02 DOWNSTREAM(FEET) 271.14 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.65 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 18.36 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.97 LONGEST FLOWPATH FROM NODE 198.00 TO NODE 150.00 = 691.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 150.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ====~======================================================================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.462 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.45 TOTAL AREA(ACRES) = 4.2 TC(MIN.) = 7.97 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = Page 11 2.09 20.45 1985BRl.TXT ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 4.2 TC(MIN.) = 20.45 7.97 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 12 1985BR2.TXT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2010 Advanced Engineering software (aes) ver. 17.0 Release Date: 07/01/2010 License ID 1355 Analysis prepared by: Fuscoe Engineering 6390 Greenwich Dr. suite 170 san Diego, CA 92122 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH PLANNING AREA 2 * * PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL * * 10-14-11 * ************************************************************************** FILE NAME: 1985BR2.DAT TIME/DATE OF STUDY: 16:35 10/17/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED ~'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 298.00 TO NODE 296.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 295.60 DOWNSTREAM ELEVATION(FEET) = 295.00 ELEVATION DIFFERENCE(FEET) = 0.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.486 TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1 1985BR2.TXT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0. 56 **************************************************************************** FLOW PROCESS FROM NODE 296.00 TO NODE 294.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 295.00 DOWNSTREAM(FEET) = 291.12 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0111 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.56 FLOW VELOCITY(FEET/SEC) = 1.58 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.69 Tc(MIN.) = 9.69 LONGEST FLOWPATH FROM NODE 298.00 TO NODE 294.00 = 410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 296.00 TO NODE 294.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.813 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 1.40 TOTAL AREA(ACRES) = 1.5 TC(MIN.) = 9.69 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 5.73 6.29 **************************************************************************** FLOW PROCESS FROM NODE 294.00 TO NODE 288.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 286.12 DOWNSTREAM(FEET) 285.02 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 6.29 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 10.00 LONGEST FLOWPATH FROM NODE 298.00 TO NODE 288.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 288.00 TO NODE 288.00 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.) = 10.00 RAINFALL INTENSITY(INCH/HR) = 4.72 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.29 **************************************************************************** FLOW PROCESS FROM NODE 292.00 TO NODE 290.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ Page 2 1985BR2.TXT *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 295.25 DOWNSTREAM ELEVATION(FEET) = 294.66 ELEVATION DIFFERENCE(FEET) = 0.59 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.260 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.61 **************************************************************************** FLOW PROCESS FROM NODE 290.00 TO NODE 288.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ======================:===================================================== ELEVATION DATA: UPSTREAM(FEET) = 294.66 DOWNSTREAM(FEET) = 291.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0122 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.61 FLOW VELOCITY(FEET/SEC) = 1.66 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.02 Tc(MIN.) = 9.02 LONGEST FLOWPATH FROM NODE 292.00 TO NODE 288.00 = 355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 290.00 TO NODE 288.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =====~====================================================================== ~" 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.043 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) 0.46 SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 2.59 TC(MIN.) = 9.02 **************************************************************************** FLOW PROCESS FROM NODE 288.00 TO NODE 288.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 =====~====================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.02 RAINFALL INTENSITY(INCH/HR) = 5.04 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.59 ~:* CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 6.29 2 2.59 TC (MIN.) 10.00 9.02 INTENSITY (INCH/HOUR) 4. 717 5.043 AREA (ACRE) 1. 50 0. 57 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. '~ ** PEAK FLOW RATE TABLE >'<* ~ Page 3 STREAM NUMBER 1 2 RUNOFF (CFS) 8.46 8.70 Tc (MIN.) 9.02 10.00 1985BR2.TXT INTENSITY (INCH/HOUR) 5.043 4.717 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.70 Tc(MIN.) = 10.00 TOTAL AREA(ACRES) = 2.1 LONGEST FLOWPATH FROM NODE 298.00 TO NODE 288.00 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 288.00 TO NODE 280.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 286.00 DOWNSTREAM(FEET) = 284.70 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 8.70 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 10.34 LONGEST FLOWPATH FROM NODE 298.00 TO NODE 280.00 = 650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 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.) = 10.34 RAINFALL INTENSITY(INCH/HR) = 4.62 TOTAL STREAM AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) AT CONFLUENCE= 8.70 **************************************************************************** FLOW PROCESS FROM NODE 286.00 TO NODE 284.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 299.50 DOWNSTREAM ELEVATION(FEET) = 296.50 ELEVATION DIFFERENCE(FEET) = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.318 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) 0.22 **************************************************************************** FLOW PROCESS FROM NODE 284.00 TO NODE 282.00 IS CODE= 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< =================================================:========================== Page 4 - c 1985BR2.TXT ELEVATION DATA: UPSTREAM(FEET) = 296.50 DOWNSTREAM(FEET) 295.25 CHANNEL LENGTH THRU SUBAREA(FEET) = 75.00 CHANNEL SLOPE 0.0167 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.22 FLOW VELOCITY(FEET/SEC) = 1.94 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 6.65 LONGEST FLOWPATH FROM NODE 286.00 TO NODE 282.00 = 145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 284.00 TO NODE 282.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========~=================================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.140 '~USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.38 TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 6.65 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.98 2.21 **************************************************************************** FLOW PROCESS FROM NODE 282.00 TO NODE 280.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========~================================================================== ELEVATION DATA: UPSTREAM(FEET) = 290.25 DOWNSTREAM(FEET) 284.70 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.67 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.21 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 6.95 LONGEST FLOWPATH FROM NODE 286.00 TO NODE 280.00 285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ========~=================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.95 RAINFALL INTENSITY(INCH/HR) = 5.97 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.21 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 8.70 2 2.21 Tc (MIN.) 10.34 6.95 INTENSITY (INCH/HOUR) 4.616 5.966 AREA (ACRE) 2.07 0.42 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 8.94 6.95 10.41 10.34 INTENSITY (INCH/HOUR) 5.966 4.616 Page 5 1985BR2.TXT COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.41 Tc(MIN.) = TOTAL AREA(ACRES) = 2.5 LONGEST FLOWPATH FROM NODE 298.00 TO NODE 10.34 280.00 = 650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 280.00 TO NODE 270.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===============:============================================================ ELEVATION DATA: UPSTREAM(FEET) = 284.70 DOWNSTREAM(FEET) 282.15 FLOW LENGTH(FEET) = 255.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.75 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 10.41 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 10.97 LONGEST FLOWPATH FROM NODE 298.00 TO NODE 270.00 = 905.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.97 RAINFALL INTENSITY(INCH/HR) = 4.44 TOTAL STREAM AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.41 **************************************************************************** FLOW PROCESS FROM NODE 278.00 TO NODE 276.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 307.25 DOWNSTREAM ELEVATION(FEET) = 305.50 ELEVATION DIFFERENCE(FEET) = 1.75 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.774 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) 0.45 **************************************************************************** FLOW PROCESS FROM NODE 276.00 TO NODE 270.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.50 DOWNSTREAM(FEET) = 294.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 315.00 CHANNEL SLOPE= 0.0349 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.45 FLOW VELOCITY(FEET/SEC) = 2.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 7.87 Page 6 - LONGEST FLOWPATH FROM NODE 1985BR2.TXT 278.00 TO NODE 270.00 = 385.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 276.00 TO NODE 270.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.505 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 1.27 TOTAL AREA(ACRES) = 1.4 TC(MIN.) = 7.87 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 5.94 6.39 **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 5.50 TOTAL STREAM AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE= 6.39 **************************************************************************** FLOW PROCESS FROM NODE 274.00 TO NODE 272.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====~======================================================================= *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 297.00 DOWNSTREAM ELEVATION(FEET) = 296.35 ELEVATION DIFFERENCE(FEET) = 0.65 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.394 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) 0.33 **************************************************************************** FLOW PROCESS FROM NODE 272.00 TO NODE 271.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ====~======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 296.35 DOWNSTREAM(FEET) = 295.35 CHANNEL LENGTH THRU SUBAREA(FEET) = 50.00 CHANNEL SLOPE = 0.0200 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.33 FLOW VELOCITY(FEET/SEC) = 2.12 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 6.39 LONGEST FLOWPATH FROM NODE 274.00 TO NODE 271.00 = 110.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 272.00 TO NODE 271.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Page 7 1985BR2.TXT ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.296 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.34 TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 6.39 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.82 2.15 **************************************************************************** FLOW PROCESS FROM NODE 271.00 TO NODE 270.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 290.35 DOWNSTREAM(FEET) 282.15 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.45 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.15 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 6.88 LONGEST FLOWPATH FROM NODE 274.00 TO NODE 270.00 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.88 RAINFALL INTENSITY(INCH/HR) = 6.00 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.15 *~' CONFLUENCE DATA *'I: STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.41 10.97 4.444 2.49 2 6. 39 7.87 5.505 1.35 3 2.15 6.88 6.002 0.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ~'* PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.72 6.88 6.002 2 16.77 7.87 5.505 3 17.16 10.97 4.444 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 17.16 Tc(MIN.) = 10.97 TOTAL AREA(ACRES) = 4.2 LONGEST FLOWPATH FROM NODE 298.00 TO NODE 270.00 905.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 266.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 8 -. 1985BR2.TXT >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 282.15 DOWNSTREAM(FEET) 281.70 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.59 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.16 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.07 LONGEST FLOWPATH FROM NODE 298.00 TO NODE 266.00 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 268.00 TO NODE 266.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(GLOBAL): 4.418 CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) 0.18 TOTAL AREA(ACRES) = 4.4 TC(MIN.) = 11.07 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 0.68 17.84 **************************************************************************** FLOW PROCESS FROM NODE 266.00 TO NODE 262.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 281.70 DOWNSTREAM(FEET) 280.95 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.64 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 17.84 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 11.23 LONGEST FLOWPATH FROM NODE 298.00 TO NODE 262.00 = 1025.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 264.00 TO NODE 262.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.377 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) 0.54 TOTAL AREA(ACRES) = 5.0 TC(MIN.) = 11.23 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 2.01 19.85 **************************************************************************** FLOW PROCESS FROM NODE 262.00 TO NODE 258.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.95 DOWNSTREAM(FEET) 270.10 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 19.70 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 Page 9 1985BR2.TXT PIPE-FLOW(CFS) = 19.85 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 11.31 LONGEST FLOWPATH FROM NODE 298.00 TO NODE 258.00 1115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 258.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ======================================================================~===== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.358 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) = 1.02 RUNOFF COEFFICIENT = .8500 TOTAL AREA(ACRES) = 6.0 TC(MIN.) = 11.31 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 3.78 23.63 =========:================================================================== END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 6. 0 TC(MIN.) = 23.63 11.31 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 10 1985BR3.TXT ~·~· **************************************************************************** c RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2010 Advanced Engineering software (aes) ver. 17.0 Release Date: 07/01/2010 License ID 1355 Analysis prepared by: Fuscoe Engineering 6390 Greenwich Dr. suite 170 san Diego, CA 92122 ************************** DESCRIPTION OF STUDY ************************** * BRESS! RANCH PLANNING AREA 2 * * PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL * * 10-17-11 * ************************************************************************** FILE NAME: 1985BR3.DAT TIME/DATE OF STUDY: 16:36 10/17/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 398.00 TO NODE 394.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 307.50 DOWNSTREAM ELEVATION(FEET) = 305.75 ELEVATION DIFFERENCE(FEET) = 1.75 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.774 TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1 1985BR3.TXT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0. 56 **************************************************************************** FLOW PROCESS FROM NODE 396.00 TO NODE 394.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.52 TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 6.00 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 2.90 3.46 **************************************************************************** FLOW PROCESS FROM NODE 394.00 TO NODE 390.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 300.75 DOWNSTREAM(FEET) 299.15 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.15 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.46 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 6.52 LONGEST FLOWPATH FROM NODE 398.00 TO NODE 390.00 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 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.) = 6.52 RAINFALL INTENSITY(INCH/HR) = 6.22 TOTAL STREAM AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.46 **************************************************************************** FLOW PROCESS FROM NODE 392.00 TO NODE 390.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 307.50 DOWNSTREAM ELEVATION(FEET) = 305.75 ELEVATION DIFFERENCE(FEET) = 1.75 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.774 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) 0.61 **************************************************************************** Page 2 - c 1985BR3.TXT FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 =======~==================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.61 '"'~ CONFLUENCE DATA *'~ STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.46 6.52 6.218 0.62 2 0.61 6.00 6.559 0.11 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 3.89 6.00 6. 559 2 4.04 6.52 6.218 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.04 Tc(MIN.) = 6.52 TOTAL AREA(ACRES) = 0.7 LONGEST FLOWPATH FROM NODE 398.00 TO NODE 390.00 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 390.00 TO NODE 386.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 299.15 DOWNSTREAM(FEET) 298.60 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.33 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.04 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 6.69 LONGEST FLOWPATH FROM NODE 398.00 TO NODE 386.00 = 285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 388.00 TO NODE 386.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.114 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.27 TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 6.69 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.40 5.44 **************************************************************************** FLOW PROCESS FROM NODE 386.00 TO NODE 356.00 IS CODE = 31 Page 3 1985BR3.TXT >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 298.60 DOWNSTREAM(FEET) = 290.75 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.81 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 5.44 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 6.91 LONGEST FLOWPATH FROM NODE 398.00 TO NODE 356.00 = 430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 356.00 TO NODE 356.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 384.00 TO NODE 382.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 314.00 DOWNSTREAM ELEVATION(FEET) = 312.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.746 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.56 **************************************************************************** FLOW PROCESS FROM NODE 382.00 TO NODE 374.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.50 DOWNSTREAM(FEET) 304.05 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.25 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 0.56 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 6.74 LONGEST FLOWPATH FROM NODE 384.00 TO NODE 374.00 = 210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 374.00 TO NODE 374.00 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.) = 6.74 RAINFALL INTENSITY(INCH/HR) = 6.08 TOTAL STREAM AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.56 Page 4 c 1985BR3.TXT **************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 378.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =======~==================================================================== *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 45.00 UPSTREAM ELEVATION(FEET) = 313.20 DOWNSTREAM ELEVATION(FEET) = 312.00 ELEVATION DIFFERENCE(FEET) = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.177 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) 0.39 **************************************************************************** FLOW PROCESS FROM NODE 378.00 TO NODE 374.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< =======;==================================================================== ELEVATION DATA: UPSTREAM(FEET) = 312.00 DOWNSTREAM(FEET) = 309.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 45.00 CHANNEL SLOPE= 0.0556 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.39 FLOW VELOCITY(FEET/SEC) = 3.54 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 6.21 LONGEST FLOWPATH FROM NODE 380.00 TO NODE 374.00 = 90.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 378.00 TO NODE 374.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =======:==================================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.413 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.33 TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 6.21 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.80 2.19 **************************************************************************** FLOW PROCESS FROM NODE 374.00 TO NODE 374.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.21 RAINFALL INTENSITY(INCH/HR) = 6.41 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.19 ** CONFLUENCE DATA ** STREAM RUNOFF TC NUMBER (CFS) (MIN.) INTENSITY (INCH/HOUR) Page 5 AREA (ACRE) 1985BR3.TXT 1 0. 56 6.74 6.083 0.10 2 2.19 6.21 6.413 0.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ':1:* PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2. 72 6.21 6.413 2 2.63 6.74 6.083 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 2. 72 Tc(MIN.) = 6.21 TOTAL AREA(ACRES) = 0.5 LONGEST FLOWPATH FROM NODE 384.00 TO NODE 374.00 = 210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 374.00 TO NODE 368.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 304.05 DOWNSTREAM(FEET) = 303.35 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.79 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.72 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 6.46 LONGEST FLOWPATH FROM NODE 384.00 TO NODE 368.00 280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 368.00 TO NODE 368.00 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.) = 6.46 RAINFALL INTENSITY(INCH/HR) = 6.26 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.72 **************************************************************************** FLOW PROCESS FROM NODE 372.00 TO NODE 370.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 316.00 DOWNSTREAM ELEVATION(FEET) = 314.30 ELEVATION DIFFERENCE(FEET) = 1.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.116 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) 0.33 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.33 Page 6 :) 1985BR3.TXT ~.. **************************************************************************** FLOW PROCESS FROM NODE 370.00 TO NODE 368.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 314.30 DOWNSTREAM(FEET) = 309.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 135.00 CHANNEL SLOPE= 0.0393 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.33 FLOW VELOCITY(FEET/SEC) = 2.97 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 6.76 LONGEST FLOWPATH FROM NODE 372.00 TO NODE 368.00 = 185.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 370.00 TO NODE 368.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.075 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) 0.25 SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.63 TC(MIN.) = 6.76 **************************************************************************** FLOW PROCESS FROM NODE 368.00 TO NODE 368.00 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.) = 6.76 RAINFALL INTENSITY(INCH/HR) = 6.07 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 2.72 2 1.63 Tc (MIN.) 6.46 6.76 INTENSITY (INCH/HOUR) 6.256 6.075 AREA (ACRE) 0.50 0.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. >h~ PEAK STREAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 4.30 6.46 4.26 6.76 INTENSITY (INCH/HOUR) 6.256 6.075 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 4.30 Tc(MIN.) = TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 384.00 TO NODE 6.46 368.00 280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 368.00 TO NODE 364.00 IS CODE = 31 Page 7 1985BR3.TXT >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 303.35 DOWNSTREAM(FEET) 294.44 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.23 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 4.30 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.72 LONGEST FLOWPATH FROM NODE 384.00 TO NODE 364.00 = 445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 366.00 TO NODE 364.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.094 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 4.56 TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 8.85 TC(MIN.) = 6.72 **************************************************************************** FLOW PROCESS FROM NODE 364.00 TO NODE 360.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 294.44 DOWNSTREAM(FEET) 292.88 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.79 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 8.85 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.85 LONGEST FLOWPATH FROM NODE 384.00 TO NODE 360.00 = 510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 362.00 TO NODE 360.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ==========================~================================================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.023 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.40 TOTAL AREA(ACRES) = 2.1 TC(MIN.) = 6.85 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 2.05 10.90 **************************************************************************** FLOW PROCESS FROM NODE 360.00 TO NODE 356.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 292.88 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.2 INCHES Page 8 290.75 1985BR3.TXT PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = 11.13 15.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 10.90 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 384.00 TO NODE 6.93 356.00 = 1 565.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 358.00 TO NODE 356.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.976 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) 0.18 TOTAL AREA(ACRES) = 2.3 TC(MIN.) = 6.93 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 0.91 11.82 **************************************************************************** FLOW PROCESS FROM NODE 356.00 TO NODE 356.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ===================================================~======================== ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 11.82 6.93 5.976 FLOWPATH FROM NODE 384.00 TO NODE ** MEMORY STREAM NUMBER BANK # 1 CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 1 LONGEST 1d' PEAK STREAM NUMBER 1 2 5.44 6.91 5.986 FLOWPATH FROM NODE 398.00 TO NODE FLOW RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 17.24 6. 91 17.25 6.93 INTENSITY (INCH/HOUR) 5.986 5.976 AREA (ACRE) 2.27 356.00 AREA (ACRE) 1.00 356.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 17.25 Tc(MIN.) = 6.93 TOTAL AREA(ACRES) = 3.3 565.00 FEET. 430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 356.00 TO NODE 352.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ====~======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 290.75 DOWNSTREAM(FEET) 283.53 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.58 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 17.25 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.02 LONGEST FLOWPATH FROM NODE 384.00 TO NODE 352.00 = 650.00 FEET. j~ ~':*-l:*********~':*;':************'':******"~':'i':*****'~':******;':**********"'r********;'r******* ~ Page 9 1985BR3.TXT FLOW PROCESS FROM NODE 354.00 TO NODE 352.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.929 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) 1.32 TOTAL AREA(ACRES) = 4.6 TC(MIN.) = 7.02 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 6.65 23.90 **************************************************************************** FLOW PROCESS FROM NODE 352.00 TO NODE 3.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 283.53 DOWNSTREAM(FEET) 276.57 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.90 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.09 LONGEST FLOWPATH FROM NODE 384.00 TO NODE 3.00 = 730.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) 4.6 TC(MIN.) = 23.90 7.09 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 10 .-..1 1985BR4.TXT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2010 Advanced Engineering software (aes) ver. 17.0 Release Date: 07/01/2010 License ID 1355 Analysis prepared by: Fuscoe Engineering 6390 Greenwich Dr. suite 170 san Diego, CA 92122 ************************** DESCRIPTION OF STUDY ************************** * BRESS! RANCH PLANNING AREA 2 * * PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL * * 10-17-11 * ************************************************************************** FILE NAME: 1985BR4.DAT TIME/DATE OF STUDY: 16:36 10/17/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 498.00 TO NODE 496.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========~=================================================================== *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 316.50 DOWNSTREAM ELEVATION(FEET) = 315.50 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.940 TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1 1985BR4.TXT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 496.00 TO NODE 494.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 315.50 DOWNSTREAM(FEET) = 309.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0400 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.39 FLOW VELOCITY(FEET/SEC) = 3.00 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 6.83 LONGEST FLOWPATH FROM NODE 498.00 TO NODE 494.00 = 210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 496.00 TO NODE 494.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.031 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 0.37 TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 6.83 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.90 2.29 **************************************************************************** FLOW PROCESS FROM NODE 494.00 TO NODE 490.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 304.50 DOWNSTREAM(FEET) 303.85 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.62 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.29 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.07 LONGEST FLOWPATH FROM NODE 498.00 TO NODE 490.00 = 275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 492.00 TO NODE 490.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.901 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) 0.33 TOTAL AREA(ACRES) = 0.8 TC(MIN.) = 7.07 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.66 3.94 **************************************************************************** FLOW PROCESS FROM NODE 490.00 TO NODE 486.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 2 1985BR4.TXT >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =======;==================================================================== ELEVATION DATA: UPSTREAM(FEET) = 303.85 DOWNSTREAM(FEET) 296.40 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.61 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 3.94 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.08 LONGEST FLOWPATH FROM NODE 498.00 TO NODE 486.00 295.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 488.00 TO NODE 486.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =======~==================================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.893 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.54 TOTAL AREA(ACRES) = 1.3 TC(MIN.) = 7.08 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 2.70 6.65 **************************************************************************** FLOW PROCESS FROM NODE 486.00 TO NODE 474.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 296.40 DOWNSTREAM(FEET) 296.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ""· DEPTH OF FLOW IN 18.0 INCH PIPE IS 10. 8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 6.65 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.19 LONGEST FLOWPATH FROM NODE 498.00 TO NODE 474.00 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 474.00 TO NODE 474.00 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.) = 7.19 RAINFALL INTENSITY(INCH/HR) = 5.83 TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.65 **************************************************************************** FLOW PROCESS FROM NODE 484.00 TO NODE 482.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 318.00 DOWNSTREAM ELEVATION(FEET) 317.00 ELEVATION DIFFERENCE(FEET) = 1.00 Page 3 1985BR4.TXT URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.526 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 482.00 TO NODE 480.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 317.00 DOWNSTREAM(FEET) = 313.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0235 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.39 FLOW VELOCITY(FEET/SEC) = 2.30 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 7.23 LONGEST FLOWPATH FROM NODE 484.00 TO NODE 480.00 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 482.00 TO NODE 480.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.815 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) 0.27 TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 7.23 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.33 1.72 **************************************************************************** FLOW PROCESS FROM NODE 480.00 TO NODE 476.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 308.00 DOWNSTREAM(FEET) 298.73 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 8.000 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.61 ESTIMATED PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.72 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.36 LONGEST FLOWPATH FROM NODE 484.00 TO NODE 476.00 = 305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 478.00 TO NODE 476.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.747 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.31 TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 7.36 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1. 51 3.24 **************************************************************************** Page 4 1985BR4.TXT FLOW PROCESS FROM NODE 476.00 TO NODE 474.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 298.73 DOWNSTREAM(FEET) = 296.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.39 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 3.24 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 484.00 TO NODE 474.00 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 474.00 TO NODE 474.00 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.) = 7.40 RAINFALL INTENSITY(INCH/HR) = 5.73 TOTAL STREAM AREA(ACRES) = 0.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.24 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 6.65 2 3.24 Tc (MIN.) 7.19 7.40 INTENSITY (INCH/HOUR) 5.834 5.730 AREA (ACRE) 1.31 0.65 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 9.83 7.19 9.77 7.40 INTENSITY (INCH/HOUR) 5.834 5.730 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 9.83 Tc(MIN.) = 7.19 TOTAL AREA(ACRES) = 2.0 LONGEST FLOWPATH FROM NODE 498.00 TO NODE 474.00 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 474.00 TO NODE 464.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===~======================================================================== ELEVATION DATA: UPSTREAM(FEET) = 296.00 DOWNSTREAM(FEET) = 295.25 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.43 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 9.83 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 7.39 LONGEST FLOWPATH FROM NODE 498.00 TO NODE 464.00 410.00 FEET. **************************************************************************** Page 5 1985BR4.TXT FLOW PROCESS FROM NODE 466.00 TO NODE 464.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.735 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) = 0.53 TOTAL AREA(ACRES) = 2.5 TC(MIN.) = 7.39 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 2.58 12.41 **************************************************************************** FLOW PROCESS FROM NODE 470.00 TO NODE 464.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =================================================~========================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.735 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 13.19 TC(MIN.) = 7.39 **************************************************************************** FLOW PROCESS FROM NODE 464.00 TO NODE 460.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 295.25 DOWNSTREAM(FEET) 294.60 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.05 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 13.19 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.54 LONGEST FLOWPATH FROM NODE 498.00 TO NODE 460.00 = 475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 462.00 TO NODE 460.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.659 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 0.35 TOTAL AREA(ACRES) = 3.0 TC(MIN.) = 7.54 RUNOFF COEFFICIENT = .8500 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.68 14.87 **************************************************************************** FLOW PROCESS FROM NODE 460.00 TO NODE 456.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 294.60 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.13 Page 6 294.20 1985BR4.TXT ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 14.87 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.64 LONGEST FLOWPATH FROM NODE 498.00 TO NODE 456.00 = 515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 458.00 TO NODE 456.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.614 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) 0.36 TOTAL AREA(ACRES) = 3.4 TC(MIN.) = 7.64 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.72 16.59 **************************************************************************** FLOW PROCESS FROM NODE 456.00 TO NODE 4.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 294.20 DOWNSTREAM(FEET) 291.12 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 16.59 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 8.13 LONGEST FLOWPATH FROM NODE 498.00 TO NODE 4.00 = 755.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 3.4 TC(MIN.) = 16.59 8.13 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 7 1985BR5.TXT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2010 Advanced Engineering software (aes) ver. 17.0 Release Date: 07/01/2010 License ID 1355 Analysis prepared by: Fuscoe Engineering 6390 Greenwich Dr. suite 170 san Diego, CA 92122 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH PLANNING AREA 2 * * PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL * * 10-17-11 * ************************************************************************** FILE NAME: 1985BR5.DAT TIME/DATE OF STUDY: 16:37 10/17/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 598.00 TO NODE 594.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 318.00 DOWNSTREAM ELEVATION(FEET) = 317.00 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.940 TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1 1985BR5.TXT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) 0.28 **************************************************************************** FLOW PROCESS FROM NODE 596.00 TO NODE 594.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ==~========================================================================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) = 0.62 RUNOFF COEFFICIENT = .8500 TOTAL AREA(ACRES) = 0.7 TC(MIN.) = 6.00 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 3.46 3.74 **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 5.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==~========================================================================= ELEVATION DATA: UPSTREAM(FEET) = 312.00 DOWNSTREAM(FEET) 303.74 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.39 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.74 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 6.31 LONGEST FLOWPATH FROM NODE 598.00 TO NODE 5.00 = 235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 592.00 TO NODE 5.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ==~========================================================================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(GLOBAL): 6.349 CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 0.72 TOTAL AREA(ACRES) = 1.4 TC(MIN.) = 6.31 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 3.89 7.62 ==~========================================================================= END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 1.4 TC(MIN.) = 7.62 6.31 ==~======================================================================== ==~========================================================================= END OF RATIONAL METHOD ANALYSIS Page 2 1985BR6.TXT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2010 Advanced Engineering software (aes) ver. 17.0 Release Date: 07/01/2010 License ID 1355 Analysis prepared by: Fuscoe Engineering 6390 Greenwich Dr. suite 170 san Diego, CA 92122 **********************'~*** DESCRIPTION OF STUDY *'b~************'~'~********* * BRESSI RANCH PLANNING AREA 2 * * PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL * * 10-17-11 * ************************************************************************** FILE NAME: 1985BR6.DAT TIME/DATE OF STUDY: 16:38 10/17/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED ~'USER-DEFINED STREET -SECTIONS FOR COUPLED PIPE FLOW 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 698.00 TO NODE 696.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 318.00 DOWNSTREAM ELEVATION(FEET) = 317.00 ELEVATION DIFFERENCE(FEET) = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.940 TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1 1985BR6.TXT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) 0.67 **************************************************************************** FLOW PROCESS FROM NODE 696.00 TO NODE 692.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==========~===============================================================~= ELEVATION DATA: UPSTREAM(FEET) = 312.00 DOWNSTREAM(FEET) 311.25 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.39 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 0.67 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 6.37 LONGEST FLOWPATH FROM NODE 698.00 TO NODE 692.00 = 135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 694.00 TO NODE 692.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ==========~================================================================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.312 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) 0.53 TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 6.37 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 2.84 3.51 ~-**************************************************************************** FLOW PROCESS FROM NODE 692.00 TO NODE 6.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==========~================================================================= ELEVATION DATA: UPSTREAM(FEET) = 311.25 DOWNSTREAM(FEET) 296.27 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 8.000 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.38 ESTIMATED PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 3.51 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.39 LONGEST FLOWPATH FROM NODE 698.00 TO NODE 6.00 = 165.00 FEET. ==========~================================================================= END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.6 TC(MIN.) = 3.51 6.39 ==========~================================================================= ==========~================================================================= END OF RATIONAL METHOD ANALYSIS Page 2 1985BR7.TXT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2010 Advanced Engineering Software (aes) ver. 17.0 Release Date: 07/01/2010 License ID 1355 Analysis prepared by: Fuscoe Engineering 6390 Greenwich Dr. suite 170 San Diego, CA 92122 ************************** DESCRIPTION OF STUDY ************************** * BRESS! RANCH PLANNING AREA 2 * * PROPOSED HYDROLOGY PER 1985 HYDROLOGY MANUAL * * 10-17-11 * ************************************************************************** FILE NAME: 1985BR7.DAT TIME/DATE OF STUDY: 16:39 10/17/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 798.00 TO NODE 796.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 315.00 DOWNSTREAM ELEVATION(FEET) = 314.25 ELEVATION DIFFERENCE(FEET) = 0.75 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.236 TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1 1985BR7.TXT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 796.00 TO NODE 792.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==========~================================================================= ELEVATION DATA: UPSTREAM(FEET) = 309.25 DOWNSTREAM(FEET) = 303.00 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 8.000 DEPTH OF FLOW IN 8.0 INCH PIPE IS 1.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.99 ESTIMATED PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 0.22 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.08 LONGEST FLOWPATH FROM NODE 798.00 TO NODE 792.00 = 95.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 794.00 TO NODE 792.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ==========~===============================================================:= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.501 *USER SPECIFIED(GLOBAL): CHAPARRAL(BROADLEAF) FAIR COVER S.C.S. CURVE NUMBER (AMC II) = RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 0.21 TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 6.08 0 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.16 1.38 ==========~================================================================= END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.2 1. 38 TC(MIN.) = 6.08 ==========~================================================================= ==========~================================================================= END OF RATIONAL METHOD ANALYSIS Page 2 HC( si Ranch PA2 ( \ Fuscoe Engineering, lnc.Job No. 02 7~· 1 -01 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 1 Imp. 17,380 Roof, parking lot, hardscapE 1 .0 17,380 D Flow Thru Planter 1 1 Perv. 4,020 Landscape, pervious area 0.1 402 Total 17,782 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 711 1,300 IMP Area DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 2 Imp. 13,307 Roof, parking lot, hardscapE 1.0 13,307 D Flow Thru Planter 2 Total 13,307 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 532 1,000 IMP Area DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 3 Imp. 13,186 Roof, parking lot, hardscapE 1.0 13,186 D Flow Thru Planter 3 Total 13,186 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 527 1,000 IMP Area DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 4 Imp. 9,498 Roof, parking lot, hardscapE 1.0 9,498 D Permeable Paver Area 4 Total 9,498 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 380 893 IMP Area Storm Water Management Plan 1 0/18/2011 Appendix 5 Page 1 of 14 HCI{ 'si Ranch PA2 Fuscoe Engineering, lnc.Job No. 027-;{ 1-01 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 5 Imp. 4,803 Roof, parking lot, hardscape 1.0 4,803 D Flow Thru Planter 5 5 Perv. 2,373 Landscape, pervious area 0.1 237 Total 5,040 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 202 400 IMP Area DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 6 Imp. 8,388 Roof, parking lot, hardscape 1.0 8,388 D Flow Thru Planter 6 Total 8,388 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 336 600 IMP Area DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 7 Imp. 11 ,628 Roof, parking lot, hardscape 1.0 11 ,628 D Flow Thru Planter 7 Total 11 ,628 IMP Sizing factor Minimum Proposed (WQOnly) Area (s.f.) Area (s.f.) 0.04 465 900 IMP Area DMA Name DMA Area (s.n Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 8 Imp. 13,035 Roof, parking lot, hardscape 1.0 13,035 D Flow Thru Planter 8 Total 13,035 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 521 1,000 IMP Area Storm Water Management Plan 10/18/2011 Appendix 5 Page 2 of 14 HC~ ;si Ranch PA2 { ' Fuscoe Engineering, lnc.Job No. 027-;( 1-01 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 9 Imp. 11,965 Roof, parking lot, hardscape 1 .0 11,965 D Flow Thru Planter 9 Total 11,965 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 10 Imp. 12,949 Roof, parking lot, hardscape 1.0 12,949 Total 12,949 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 11 Imp. 19,231 Roof, parking lot, hardscape 1.0 19,231 Total 19,231 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 12 Imp. 27,407 Roof, parking lot, hardscape 1.0 27,407 Total 27,407 Storm Water Management Plan 10/18/2011 Appendix 5 IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 479 900 IMP Name Flow Thru Planter 1 0 Minimum Proposed Area (s.f.) Area (s.f.) 518 1,000 IMP Name Flow Thru Planter 11 Minimum Proposed Area (s.f.) Area (s.f.) 769 800 IMP Name Flow Thru Planter 1 2 Minimum Proposed Area (s.f.) Area (s.f.) 1,096 1,100 IMP Area IMP Area IMP Area IMP Area Page 3 of 14 HCF( si Ranch PA2 l Fuscoe Engineering, Inc. Job No. 027~ '1-0 1 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 13 Imp. 1 0,754 Roof, parking lot, hardscapE 1 .0 10,754 D Flow Thru Planter 13 13 Perv. 3,328 landscape, pervious area 0. 1 333 Total 11,087 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 443 800 DMA Name DMA Area (s. f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 14 Imp. 13,229 Roof, parking lot, hardscapE 1.0 13,229 D Flow Thru Planter 14 14 Perv. 4,062 Landscape, pervious area 0.1 406 Total 13,635 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 15 Imp. 6,806 Roof, parking lot, hardscapE 1.0 6,806 Total 6,806 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 16 Imp. 10,901 Roof, parking lot, hardscapE 1.0 10,901 16 Perv. 2,471 Landscape, pervious area 0.1 247 Total 11,148 Storm Water Management Plan 10/18/2011 Appendix 5 IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 545 1,000 IMP Name Flow Thru Planter 15 Minimum Proposed Area (s.f.) Area (s.f.) 272 500 IMP Name Flow Thru Planter 16 Minimum Proposed Area (s.f.) Area (s.f.) 446 800 IMP Area IMP Area IMP Area IMP Area Page 4 of 14 HC( si Ranch PA2 ' ( Fuscoe Engineering, lnc.Job No. 027:{ 1-01 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 17 Imp. 7,432 Roof, parking lot, hardscape 1.0 7,432 D Flow Thru Planter 17 17 Perv. 5,020 Landscape, pervious area 0.1 502 Total 7,934 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 317 600 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 18 Imp. 6,81 0 Roof, parking lot, hardscape 1.0 6,81 0 D Flow Thru Planter 18 18 Perv. 1,759 Landscape, pervious area 0.1 176 Total 6,986 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 279 500 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name IMP Area IMP Area 19 Imp. 19,519 Roof, parking lot, hardscape 1.0 19,519 D Permeable Paver Area 1 9 Total 19,519 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 20 Imp. 7,044 Roof, parking lot, hardscape 1.0 7,044 Total 7,044 Storm Water Management Plan 10/18/2011 Appendix 5 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 781 1,785 Soil Type IMP Name D Flow Thru Planter 20 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 282 500 IMP Area IMP Area Page 5 of 14 HC( si Ranch PA2 { \ Fuscoe Engineering, lnc.Job No. 027~ 1-01 DMA Name DMA Area (s.f} Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 21 Imp. 3,485 Roof, parking lot, hardscape 1.0 3,485 D Permeable Paver Area 21 Total 3,485 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 22 Imp. 8,967 Roof, parking lot, hardscape 1.0 8,967 Total 8,967 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 23 Imp. 25,210 Roof, parking lot, hardscape 1.0 25,210 Total 25,210 DMA Name DMA Area {s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 24 Imp. 3,827 Roof, parking lot, hardscape 1.0 3,827 24 Perv. 1,136 Landscape, pervious area 0.1 114 Total 3,941 Storm Water Management Plan 1 0/18/201 1 Appendix 5 IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area {s.f.) 139 446 IMP Name IMP Area Permeable Paver Area 22 Minimum Proposed Area (s.f.) Area (s.f.) 359 893 IMP Name Flow Thru Planter 23 Minimum Proposed Area (s.f.) Area (s.f.) 1,008 1,800 IMP Name Flow Thru Planter 24 Minimum Proposed Area {s.f.) Area (s.f.) 158 300 IMP Area IMP Area IMP Area Page 6 of 14 HCF( si Ranch PA2 ( ' Fuscoe Engineering, lnc.Job No. 027( 1-01 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 25 Imp. 7,059 Roof, parking lot, hardscape 1.0 7,059 D Flow Thru Planter 25 25 Perv. 1,029 Landscape, pervious area 0.1 1 03 Total 7,162 IMP Sizing factor (WQOnly) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 286 600 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 26 Imp. 3,084 Roof, parking lot, hardscape 1.0 3,084 D Flow Thru Planter 26 26Perv. 1,013 Landscape,perviousarea 0.1 101 Total 3,185 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 127 300 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 27 Imp. 1,430 Roof, parking lot, hardscape 1.0 1,430 D Flow Thru Planter 27 27 Perv. 831 Landscape, pervious area 0.1 83 Total 1,513 IMP Sizing factor Minimum Proposed (WQOnly) Area (s.f.) Area (s.f.) 0.04 61 110 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 28 Imp. 26,344 Roof, parking lot, hardscape 1.0 26,344 D Flow Thru Planter 28 Total 26,344 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 1,054 1,850 Storm Water Management Plan 10/18/2011 Appendix 5 IMP Area IMP Area IMP Area IMP Area Page 7 of 14 HCf{ :si Ranch PA2 ( Fuscoe Engineering, !nc.Job No. 021{ J -OJ DMA Name DMA Area {s. f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 29 Imp. 6,1 70 Roof, parking lot, hardscape 1.0 6,170 D Flow Thru Planter 29 Total 6,170 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 30 Imp. 8,627 Roof, parking lot, hardscape 1.0 8,627 Total 8,627 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 31 Imp. 6,562 Roof, parking lot, hardscape 1.0 6,562 Total 6,562 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 32 Imp. 8,872 Roof, parking lot, hardscape 1.0 8,872 Total 8,872 Storm Water Management Plan 1 0/18/2011 Appendix 5 IMP Sizing factor (WQ Only} 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area {s.f.} Area {s.f.} 247 440 IMP Name Flow Thru Planter 30 Minimum Proposed Area (s.f.) Area (s.f.) 345 700 IMP Name Flow Thru Planter 31 Minimum Proposed Area (s.f.) Area (s.f.) 262 500 IMP Name Flow Thru Planter 32 Minimum Proposed Area (s.f.) Area {s.f.) 355 700 IMP Area IMP Area IMP Area IMP Area Page 8 of 14 HCF( si Ranch PA2 ( ' DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 33 Imp. 10,473 Roof, parking lot, hardscapE 1.0 10,473 33 Perv. 1,142 Landscape, pervious area 0.1 114 Total 10,587 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 34 Imp. 44,741 Roof, parking lot, hardscapE 1.0 44,741 34 Perv. 13,862 Landscape, pervious area 0.1 1,386 Total 46,127 Fuscoe Engineering, lnc.Job No. 027( 1-01 Soil Type IMP Name D Flow Thru Planter 33 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 423 750 Soil Type IMP Name D Flow Thru Planter 34 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 1,845 3,300 IMP Area IMP Area DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 351mp. 21,012 Roof,parkinglot,hardscapE 1.0 21,012 D FlowThruPianter35 35 Perv. 2,423 Landscape, pervious area 0.1 242 Total 21,254 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 850 1,500 IMP Area DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 36 Imp. 28,692 Roof, parking lot, hardscapE 1.0 28,692 D Permeable Paver Area 36 Total 28,692 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 1,148 2,529 IMP Area Storm Water Management Plan 10/18/2011 Appendix 5 Page 9 of 14 HCF( si Ranch PA2 ( Fuscoe Engineering, lnc.Job No. 02T.( , 1-01 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 371mp. 15,942 Roof, parking lot, hardscape 1.0 15,942 D Permeable Paver Area 37 Total 15,942 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 38 Imp. 56,983 Roof, parking lot, hardscape 1.0 56,983 38 Perv. 8,368 Landscape, pervious area 0.1 837 Total 57,820 IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 638 1,488 IMP Name Flow Thru Planter 38 Minimum Proposed Area (s.f.) Area (s.f.) 2,313 2,400 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 39 Imp. 17,378 Roof, parking lot, hardscape 1.0 17,378 D Flow Thru Planter 39 39 Perv. 7,545 Landscape, pervious area 0.1 755 Total 18,133 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 725 1,270 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 40 Imp. 11,315 Roof, parking lot, hardscape 1 .0 11,315 D Flow Thru Planter 40 40 Perv. 6,798 Landscape, pervious area 0.1 680 Total 11,995 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) IMP Area IMP Area IMP Area 0.04 480 900 IMP Area Storm Water Management Plan 1 0/18/2011 Appendix 5 Page 10 of 14 HC( 'si Ranch PA2 ( DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 41 Imp. 13,464 Roof, parking lot, hardscapE l.O 13,464 41 Perv. 4,056 Landscape, pervious area 0.1 406 Total 13,870 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 42 Imp. 7,682 Roof, parking lot, hardscapE 1.0 7,682 Total 7,682 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 43 Imp. 23,454 Roof, parking lot, hardscapE 1.0 23,454 Total 23,454 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 44 Imp. 42,291 Roof, parking lot, hardscapE 1.0 42,291 44 Perv. 15,102 Landscape, pervious area 0.1 1,510 Total 43,801 Storm Water Management Plan 1 0/18/201 1 Appendix 5 Fuscoe Engineering, lnc.Job No. 027'i 1-01 ' Soil Type IMP Name D Flow Thru Planter 4 1 IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Soil Type D IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 555 1,000 IMP Name Flow Thru Planter 42 Minimum Proposed Area (s.f.) Area (s.f.) 307 600 IMP Name Flow Thru Planter 43 Minimum Proposed Area (s.f.) Area (s.f.) 938 1,000 IMP Name Flow Thru Planter 44 Minimum Proposed Area (s.f.) Area (s.f.) 1,752 1,800 IMP Area IMP Area IMP Area IMP Area Page 11 of 14 HCF( 'ki Ranch PA2 ( Fuscoe Engineering, lnc.Job No. 0212{ T -0 l DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 45 Imp. 20,706 Roof, parking lot, hardscape 1.0 20,706 D Permeable Paver Area 45 Total 20,706 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 828 1,785 IMP Area DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 46 Imp. 15,575 Roof, parking lot, hardscape 1.0 15,575 D Permeable Paver Area 46 Total 15,575 IMP Sizing factor Minimum Proposed (WQOnly) Area (s.f.) Area (s.f.) 0.04 623 T ,339 IMP Area DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 47 Imp. 13,736 Roof, parking lot, hardscape 1.0 13,736 D Flow Thru Planter 4 7 4 7 Perv. 2,91 0 Landscape, pervious area 0.1 291 Total 14,027 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 561 990 IMP Area DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 48 Imp. 5,929 Roof, parking lot, hardscape 1.0 5,929 D Permeable Paver Area 48 Total 5,929 IMP Sizing factor Minimum Proposed (WQ Only) Area (s.f.) Area (s.f.) 0.04 237 580 IMP Area Storm Water Management Plan 1 0/18/2011 Appendix 5 Page 12 of 14 He( 'si Ranch PA2 ( \ Fuscoe Engineering, lnc.Job No. 0272( 1-01 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 49 Imp. 6,580 Roof, parking lot, hardscape 1.0 6,580 49 Perv. 818 Landscape, pervious area 0.1 82 Total 6,662 Soil Type IMP Name D Flow Thru Planter 49 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 266 470 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 50 Imp. 7,187 Roof, parking lot, hardscape 1.0 7,187 D Flow Thru Planter 50 50 Perv. 1,547 Landscape, pervious area 0.1 155 Total 7,342 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 51 Imp. 1 0,060 Roof, parking lot, hardscape 1.0 10,060 51 Perv. 4,209 Landscape, pervious area 0.1 421 Total 10,481 DMA Name DMA Area (s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 52 Imp. 8,003 Roof, parking lot, hardscape 1.0 8,003 52 Perv. 4,404 Landscape, pervious area 0.1 440 Total 8,443 Storm Water Management Plan 10/18/2011 Appendix 5 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 294 520 Soil Type IMP Name D Flow Thru Planter 51 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 419 800 Soil Type IMP Name D Flow Thru Planter 52 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 338 600 IMP Area IMP Area IMP Area IMP Area Page 13 of 14 He( 'lsi Ranch PA2 ( Fuscoe Engineering, lnc.Job No. 0272( )1-01 DMA Name DMA Area {s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor Soil Type IMP Name 53 Imp. 16,059 Roof, parking lot, hardscape 1.0 16,059 D Permeable Paver Area 53 Total 16,059 DMA Name DMA Area {s.f) Post-project surface type DMA Runoff factor DMA Area x runoff factor 54 Imp. 2,809 Roof, parking lot, hardscape 1 .0 2,809 54 Perv. 996 landscape, pervious area 0.1 100 Total 2,909 Storm Water Management Plan 10/18/2011 Appendix 5 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area {s.f.) Area {s.f.) 642 1,041 Soil Type IMP Name D Flow Thru Planter 54 IMP Sizing factor (WQ Only) 0.04 Minimum Proposed Area (s.f.) Area (s.f.) 116 300 IMP Area IMP Area Page 14 of 14