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Home My WebLink AboutCT 01-17; TAMARACK AVENUE PROPERTY; HYDROLOGY REPORT FOR TAMARACK AVENUE; 2002-09-16HYDROLOGY REPORT FOR TAMARACK AVENUE PROPERTY Prepared for: Manning Homes 20151 SW Birch Street, Suite 150 Newport Beach, CA 92660 Prepared by: bhA, Inc. land planning, civil engineering, surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 September 16, 2002 W.O. 597-0810-400 .0 HYDROLOGY REPORT FOR TAMARACK AVENUE PROPERTY Prepared for: Manning Homes 20151 SW Birch Street, Suite 150 Newport Beach, CA 92660 Prepared by: bhA, Inc. land planning, civil engineering, surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 September 16,2002 W.O. 597-0810-400 TABLE OF CONTENTS Discussion: Purpose and Scope Project Description Study Method Project Design Conclusions II. Calculations A. Existing Hydrology B. Proposed Hydrology C. Hydraulic Grade Line Analysis D. Inlet Size Calculations III. IV. References Exhibits Exhibit A: Existing Hydrology Map Exhibit B: Proposed Hydrology Map Exhibit C: Proposed Hydrology Map L DISCUSSION PURPOSE AND SCOPE: The purpose of this report is to publish the results of hydrology and hydraulic computer analysis for the proposed subdivision known as the "Tamarack Property" in the City of Carlsbad. The scope is to study the existing and proposed hydrology and hydraulics as it influences existing storm drain facilities in the vicinity during a 100-year frequency storm event. PROJECT DESCRIPTION: The property, which is in the City of Carlsbad, is located along on the south side of Tamarack Avenue between Hibiscus Drive and Liimiar Lane. The 1.54-acre subdivision will consist 5- single family residential lots. The Tamarack Property is currently an agricultural farming and fruit/flower stand operation. There is one house and an out-building on the project. The site currently drains onto to Tamarack Avenue where the flow is conveyed to an existing type "B" curb inlet near the northwesterly comer of Tamarack Subdivision. The flow is then conveyed through an existing storm drain system in Tamarack Avenue. See Exhibit "A" for the existing hydrology. The proposed drainage system for Tamarack Subdivision will consist of two on-site curb inlets along Street "A" near the intersection of Tamarack Avenue and a curb inlet on Tamarack Avenue. Curb inlets will collect street runoff from Tamarack Avenue and building pad runoff from the Tamarack Property. The proposed storm drain system will be connected to the existing storm drain system in Tamarack Avenue at node 75.1 as shown on Exhibit "C". STUDY METHOD: The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual. The Hydrology and Hydraulic Analysis were done on HydroSoft by Advanced Engineering Software, version 1.5a. Existing and proposed drainage basin areas were determined from the existing and proposed grades shown on the Exhibits "C" and 100 scale ortho topographic maps shown on Exhibits "A" and "B" from the City of Carlsbad. The Rational Method provided the following variable coefficients: Soils type: Soil type "D" will be assumed for the drainage basins for conservative hydrology calculations. The runoff coefficient for single family land use reflects a composite value of landscaping, roof and street runoff per County of San Diego Hydrology Manual County. Initial Time of concentration (in minutes) = Ti = 60x(11.9x(L^ 3)/H) ^ 0.385 > 5 min. Page 1 Rainfall Intensity = I = 7.44x(P6)x(Tc)0.645 P6 for 100 year storm = 2.6 PROJECTDESIGN: Sediment will Ukely be reduced upon site development. The rough graded state of existing site will contribute more sediment yield than the proposed 5-lot single family residential development. Construction activity will utilize an Erosion Control Plan and Best Management Practices (BMP's) to prevent sediment leaving the site. Landscaping of the slopes will be incorporated into the project to reduce erosion. The irrigation system for these landscaped areas will be monitored to prevent over watering. There is no increase in flow due to development of Tamarack Property at the existing storm drain cleanout (node 75.1) in Tamarack Avenue as shown on Exhibit"C". The proposed land use for Tamarack Property is consistent with the Zoning and General Plan, and the Conditions of Approval contained in the Planning Commission Resolution No. CT 01-17/CDP 01-48 Both the 100-year hydrauUc grade line (HGL) and the 100-year energy grade Une (EGL) are plotted on the Storm Drain Improvement Plans for the Tamarack Property. The EGL represents the total amount of energy available at any point along a water course, pipe or drainage structure. Where the water is motionless, the water surface (HGL) would coincide with the point or the energy grade Une. As the flow of water is accelerated, the HGL drops further away from the EGL. If the flow is stopped at any point the HGL jumps back to the EGL. The drop structure is the only point in a storm drain system where the flow velocity is close to zero. Therefore, the 100-year HGL will represent the water surface elevation at that point. CONCLUSION: The existing flow for a 100-year storm event at node 70.1 is 11.2 cubic feet per second (cfs) as shown on Exhibit "A." The flow at node 75.1 is 10.6 cfs as shown on Exhibit "C". The existing and proposed storm drains for the Tamarack Property adequately conveys a lOO-year frequency storm event. There is no increase in flow due to development of the Tamarack Property at the existing storm drain cleanout (node 75.1) in Tamarack Avenue. Page 2 II. CALCULATIONS A. EXISTING HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-98 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/98 License ID 1459 Analysis prepared by: BHA INC. 5115 AVENDIA ENCINAS, SUITE L CARLSBAD, CA 92008 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ************************** DESCRIPTION OF STUDY ************************** * TENTATIVE SUBDIVISION MAP * * EXISTING 100 YEAR STORM EVENT * * * ************************************************************************** FILE NAME: 810-S2.DAT TIME/DATE OF STUDY: 10:33 9/14/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 160.00 UPSTREAM ELEVATION = 60.70 DOWNSTREAM ELEVATION = 58.00 ELEVATION DIFFERENCE = 2.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.869 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.090 SUBAREA RUNOFF(CFS) = .58 TOTAL AREAIACRES) = .10 TOTAL RUNOFF(CFS) = .58 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 70.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 58.00 DOWNSTREAM ELEVATION = 48.85 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .083 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.42 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.29 PRODUCT OF DEPTH&VELOCITY = 1.05 STREETFLOW TRAVELTIME(MIN) = 1.83 TC(MIN) = 7.83 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.132 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 5.54 SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 6.12 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.51 FLOW VELOCITY(FEET/SEC.) = 4.24 DEPTH*VELOCITY = 1.51 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 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.) = 7.83 RAINFALL INTENSITY(INCH/HR) = 5.13 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.12 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 52.00 DOWNSTREAM ELEVATION = 50.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.004 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.090 SUBAREA RUNOFF(CFS) = .58 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .58 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 50.00 DOWNSTREAM ELEVATION = 48.85 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .083 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.10 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .24 HALFSTREET FLOODWIDTH(FEET) = 5.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.42 PRODUCT OF DEPTH&VELOCITY = .59 STREETFLOW TRAVELTIME(MIN) = .55 TC(MIN) = 6.55 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.755 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.04 SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.70 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY = .64 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 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.) = 6.55 RAINFALL INTENSITY(INCH/HR) = 5.75 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.12 7.83 5.132 2.50 2 1.61 6.55 5.755 .50 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 7.07 6.55 5.755 2 7.56 7.83 5.132 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.56 Tc{MIN.) = 7.83 TOTAL AREA(ACRES) = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.10 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.4 UPSTREAM NODE ELEVATION = 43.68 DOWNSTREAM NODE ELEVATION = 41.66 FLOWLENGTH(FEET) = 21.06 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.56 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 7.85 **************************************************************************** FLOW PROCESS FROM NODE 70.10 TO NODE 70.10 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.) = 7.85 RAINFALL INTENSITY(INCH/HR) = 5.12 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.56 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 220.00 UPSTREAM ELEVATION = 53.50 DOWNSTREAM ELEVATION = 51.60 ELEVATION DIFFERENCE = 1.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.419 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.313 SUBAREA RUNOFF(CFS) = .55 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .55 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 51.60 DOWNSTREAM NODE ELEVATION = 4 9.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = .0078 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 1.250 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = .55 FLOW VELOCITY(FEET/SEC) = 2.61 FLOW DEPTH(FEET) = .41 TRAVEL TIME(MIN.) = 1.72 TC(MIN.) = 17.14 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.094 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.91 TC(MIN) = 17.14 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.10 IS CODE = 4 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.0 UPSTREAM NODE ELEVATION = 44.36 DOWNSTREAM NODE ELEVATION = 43.66 FLOWLENGTH(FEET) = 28.69 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.91 TRAVEL TIME(MIN.) = .08 TC(MIN.) = 17.22 **************************************************************************** FLOW PROCESS FROM NODE 40.10 TO NODE 70.10 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION = 43.46 DOWNSTREAM NODE ELEVATION = 41.66 FLOWLENGTH(FEET) = 179.79 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 1.91 TRAVEL TIME(MIN.) = .69 TC(MIN.) = 17.91 **************************************************************************** FLOW PROCESS FROM NODE 70.10 TO NODE 70.10 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.) = 17.91 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91 **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION =61.80 DOWNSTREAM ELEVATION = 48.66 ELEVATION DIFFERENCE = 13.14 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 23.733 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.509 SUBAREA RUNOFF(CFS) = 5.11 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 5.11 **************************************************************************** FLOW PROCESS FROM NODE 69.00 TO NODE 70.10 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 42.66 DOWNSTREAM NODE ELEVATION = 41.66 FLOWLENGTH(FEET) = 27.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.11 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 23.78 **************************************************************************** FLOW PROCESS FROM NODE 70.10 TO NODE 70.10 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 23.78 RAINFALL INTENSITY(INCH/HR) = 2.51 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.11 3 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 7.56 1.91 5.11 Tc (MIN.1 7.85 17.91 23.78 INTENSITY (INCH/HOUR) 5.121 3.008 2.505 AREA (ACRE) 3.00 1.10 3.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 11.18 10.60 10.39 Tc (MIN.) 7.85 17. 91 23.78 INTENSITY (INCH/HOUR) 5.121 3.008 2.505 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 11.18 Tc(MIN.) = TOTAL AREA(ACRES) = 7.80 7.85 **************************************************************************** FLOW PROCESS FROM NODE 70. 10 TO NODE 70.20 IS CODE »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.6 UPSTREAM NODE ELEVATION = 41.46 DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 221.88 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .48 38.55 MANNING'S N = .013 24.00 NUMBER OF PIPES 11.18 TC(MIN.) = 8.33 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 11.IE TOTAL AREA(ACRES) = 7.80 Tc(MIN.) = 8.33 END OF RATIONAL METHOD ANALYSIS II. CALCULATIONS B. PROPOSED HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1459 Analysis prepared by: BHA INC. 5115 AVENDIA ENCINAS, SUITE L CARLSBAD, CA 92008 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ************************** DESCRIPTION OF STUDY ************************** * TENTATIVE SUBDIVISION MAP * * PROPOSED 100 YEAR STORM EVENT * * * ************************************************************************** FILE NAME: 810-Sl.DAT TIME/DATE OF STUDY: 7:35 9/16/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) =2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 160.00 UPSTREAM ELEVATION = 60.70 DOWNSTREAM ELEVATION = 58.00 ELEVATION DIFFERENCE = 2.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.869 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.090 SUBAREA RUNOFF(CFS) = .58 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .58 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 41.00 IS CODE = 6 I I I I I I I I I I I I I I I I I I I »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 58.00 DOWNSTREAM ELEVATION = 4 9.50 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .083 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.64 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87 PRODUCT OF DEPTH&VELOCITY = .75 STREETFLOW TRAVELTIME(MIN) = 2.15 TC{MIN) = 8.15 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.999 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.08 SUMMED AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 2.66 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.65 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY = .92 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.10 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION = 4 3.01 DOWNSTREAM NODE ELEVATION = 42.69 FLOWLENGTH(FEET) = 15.76 MANNING'S N = .010 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.66 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 8.18 **************************************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 41.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.18 RAINFALL INTENSITY(INCH/HR) = 4.99 TOTAL STREAM AREA(ACRES) = .90 I I I I I I I I I I I I I PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.66 **************************************************************************** FLOW PROCESS FROM.NODE 30.00 TO NODE 35.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 220.00 UPSTREAM ELEVATION = 53.50 DOWNSTREAM ELEVATION = 51.60 ELEVATION DIFFERENCE = 1.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.419 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.313 SUBAREA RUNOFF(CFS) = .55 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .55 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 51.60 DOWNSTREAM NODE ELEVATION = 4 9.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = .0078 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 1.250 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = .55 FLOW VELOCITY(FEET/SEC) = 2.61 FLOW DEPTH(FEET) = .41 TRAVEL TIME(MIN.) = 1.72 TC(MIN.) = 17.14 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.094 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.91 TC(MIN) = 17.14 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.10 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES I I PIPEFLOW VELOCITY(FEET/SEC.) = 6.0 UPSTREAM NODE ELEVATION = 44.36 DOWNSTREAM NODE ELEVATION = 43.66 FLOWLENGTH(FEET) = 28.69 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 1.91 TRAVEL TIME(MIN.) = .08 TC(MIN.) = 17.22 **************************************************************************** FLOW PROCESS FROM NODE 40.10 TO NODE 41.10 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION = 43.46 DOWNSTREAM NODE ELEVATION = 42.69 FLOWLENGTH(FEET) = 77.45 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.91 TRAVEL TIME(MIN.) = .30 TC(MIN.) = 17.52 **************************************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 41.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.52 RAINFALL INTENSITY(INCH/HR) = 3.05 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.66 8.18 4.985 .90 2 1.91 17.52 3.051 1.10 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 3.83 8.18 4.985 2 3.54 17.52 3.051 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE{CFS) = 3.83 Tc{MIN.) = 8.18 TOTAL AREA(ACRES) = 2.00 I I I I I I I I I I I I I I I I I I I **************************************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 75.10 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.2 UPSTREAM NODE ELEVATION = 42.65 DOWNSTREAM NODE ELEVATION =41.66 FLOWLENGTH(FEET) = 102.34 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.83 TRAVEL TIME(MIN.) = .33 TC(MIN.) = 8.51 **************************************************************************** FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.51 RAINFALL INTENSITY(INCH/HR) = 4.8 6 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.83 **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 61.80 DOWNSTREAM ELEVATION = 48.66 ELEVATION DIFFERENCE = 13.14 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 23.733 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.509 SUBAREA RUNOFF(CFS) = 5.11 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 5.11 **************************************************************************** FLOW PROCESS FROM NODE 74.00 TO NODE 75.10 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 I I I I I I I I I I I I I I I I I I I UPSTREAM NODE ELEVATION = 42.66 DOWNSTREAM NODE ELEVATION = 41.66 FLOWLENGTH(FEET) = 27.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.11 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 23.78 **************************************************************************** FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.78 RAINFALL INTENSITY(INCH/HR) = 2.51 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.11 ^ ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.83 8.51 4.861 2.00 2 5.11 23.78 2.505 3.70 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 6.46 8.51 4.861 2 7.08 23.78 2.505 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.08 Tc(MIN.) = 23.78 TOTAL AREA(ACRES) = 5.70 + -I- I WILL USE SHORTER TIME OF CONCENTRATION TO BE CONSERVATIVE j I Q=6.64CFS, A=4.9AC, TC=8.5MIN I I I + -I- **************************************************************************** FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.50 RAIN INTENSITY(INCH/HOUR) = 4.86 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 6.64 I I **************************************************************************** FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42A IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 51.10 DOWNSTREAM ELEVATION = 48.94 ELEVATION DIFFERENCE = 2.16 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.737 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.184 SUBAREA RUNOFF(CFS) = .69 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .69 **************************************************************************** FLOW PROCESS FROM NODE 42A TO NODE 45.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 48.49 DOWNSTREAM ELEVATION = 47.48 STREET LENGTH(FEET) = 75.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .083 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.02 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .24 HALFSTREET FLOODWIDTH(FEET) = 5.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20 PRODUCT OF DEPTH&VELOCITY = .54 STREETFLOW TRAVELTIME(MIN) = .57 TC(MIN) = 11.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.048 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = .67 SUMMED AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1.36 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.91 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY = .60 I I I (************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.30 RAINFALL INTENSITY(INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.36 **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 51.00 DOWNSTREAM ELEVATION = 4 8.90 ELEVATION DIFFERENCE = 2.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.617 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.771 SUBAREA RUNOFF(CFS) = .62 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .62 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 48.90 DOWNSTREAM ELEVATION = 47.48 STREET LENGTH(FEET) = 122.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .083 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .92 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .24 HALFSTREET FLOODWIDTH(FEET) = 5.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98 PRODUCT OF DEPTH&VELOCITY = .48 STREETFLOW TRAVELTIME(MIN) = 1.03 TC(MIN) = 13.65 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.585 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA{ACRES) = .30 SUBAREA RUNOFF(CFS) = .59 I I I I I SUMMED AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1.21 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.91 FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY = .54 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 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.) = 13.65 RAINFALL INTENSITY(INCH/HR) = 3.58 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.36 11.30 4.048 .60 2 1.21 13.65 3.585 .60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.43 11.30 4.048 2 2.42 13.65 3.585 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.43 Tc(MIN.) = 11.30 TOTAL AREA(ACRES) = 1.20 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 75.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.6 UPSTREAM NODE ELEVATION = 4 3.12 DOWNSTREAM NODE ELEVATION = 42.85 FLOWLENGTH(FEET) = 54.38 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.43 TRAVEL TIME(MIN.) = .25 TC(MIN.) = 11.56 **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1 I »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.56 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.43 **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 51.00 DOWNSTREAM ELEVATION = 48.90 ELEVATION DIFFERENCE = 2.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.839 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.159 SUBAREA RUNOFF(CFS) = .46 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .46 **************************************************************************** FLOW PROCESS FROM NODE 4 6.00 TO NODE 75.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 48.90 DOWNSTREAM ELEVATION = 47.38 STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .083 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .67 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .22 HALFSTREET FLOODWIDTH{FEET) = 4.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.90 PRODUCT OF DEPTH&VELOCITY = .42 STREETFLOW TRAVELTIME(MIN) = 1.14 TC(MIN) = 11.98 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.899 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .43 SUMMED AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = .89 END OF SUBAREA STREETFLOW HYDRAULICS: 10 DEPTH(FEET) = .24 HALFSTREET FLOODWIDTH(FEET) = 5.88 FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY = .47 **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 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.) = 11.98 RAINFALL INTENSITY(INCH/HR) = 3.90 TOTAL STREAM AREA(ACRES) = .40 PEAK FLOW RATE(CFS) AT CONFLUENCE = .89 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 52.00 DOWNSTREAM ELEVATION = 50.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.004 " TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.090 SUBAREA RUNOFF(CFS) = .58 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .58 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 50.00 DOWNSTREAM ELEVATION = 4 8.85 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .083 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.17 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.7 4 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY = .53 STREETFLOW TRAVELTIME(MIN) = .65 TC(MIN) = 6.65 11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.697 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.16 SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.74 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.70 FLOW VELOCITY(FEET/SEC.) = 2.4 5 DEPTH*VELOCITY = .69 **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 75.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 48.85 DOWNSTREAM ELEVATION = 47.38 STREET LENGTH(FEET) = 154.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .083 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.98 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY = .66 STREETFLOW TRAVELTIME(MIN) = 1.20 TC(MIN) = 7.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.121 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) = .49 SUMMED AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 2.23 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.4 9 FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH&VELOCITY = .69 **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.85 RAINFALL INTENSITY(INCH/HR) = 5.12 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.23 12 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 2.43 .89 2.23 Tc (MIN.) 11.56 11.98 7.85 INTENSITY (INCH/HOUR) 3. 991 3.899 5.121 AREA (ACRE) 1.20 .40 .60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 4.80 5.04 4.96 Tc (MIN.) 7.85 11.56 11.98 INTENSITY (INCH/HOUR) 5.121 3. 991 3.899 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.04 Tc(MIN.) = TOTAL AREA(ACRES) = 2.20 11.56 **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 75.10 IS CODE = »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 PIPEFLOW VELOCITY(FEET/SEC.) = 4.5 UPSTREAM NODE ELEVATION = 42.52 DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 170.84 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA{CFS) = TRAVEL TIME(MIN.) = .64 INCHES 41.60 MANNING'S N = .013 18.00 NUMBER OF PIPES 5.04 TC(MIN.) = 12.19 **************************************************************************** FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA STREAM NUMBER 1 RUNOFF (CFS) 5.04 Tc (MIN.) 12.19 INTENSITY (INCH/HOUR) 3.855 AREA (ACRE) 2.20 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 6.64 1 CONFLUENCE DATA ** Tc INTENSITY AREA (MIN.) (INCH/HOUR) (ACRE) 8.50 4.865 4.90 PEAK FLOW RATE TABLE STREAM NUMBER RUNOFF (CFS) Tc (MIN.) INTENSITY (INCH/HOUR) 13 1 10.63 8.50 4.865 2 10.30 12.19 3.855 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.63 Tc(MIN.) = 8.50 TOTAL AREA(ACRES) = 7.10 **************************************************************************** FLOW PROCESS FROM NODE 75.10 TO NODE 75.20 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 41.46 DOWNSTREAM NODE ELEVATION = 38.55 FLOWLENGTH(FEET) = 221.88 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.63 TRAVEL TIME(MIN.) = .49 TC(MIN.) = 8.99 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 10.63 Tc(MIN.) = 8.99 TOTAL AREA(ACRES) = 7.10 END OF RATIONAL METHOD ANALYSIS 14 II. CALCULATIONS C. HYDRAULIC GRADE LINE ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1459 Analysis prepared by: BHA 5115 AVENIDA ENCINAS SUITE L CARLSBAD, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * HYDRAULIC GRADE LINE ANALYSIS - NODE 75.1 TO 45 * * * * * ************************************************************************** FILE NAME: 810-P3.DAT TIME/DATE OF STUDY: 12:45 9/14/2002 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURES- NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 75.20- 1.17 Dc 174.76 .89* 193.26 } FRICTION 75.10- 1.17*Dc 174.76 1.17*Dc 174.76 } JUNCTION 75.10- 1.17* 81.96 .86 Dc 71.15 } FRICTION 75.00- 1.57* 118.81 .86 Dc 71.15 } JUNCTION 75.00- 1.53* 92.30 .59 Dc 27.65 } FRICTION 45.00- 1.28* 66.31 .59 Dc 27.65 } CATCH BASIN 45.00- 1.38* 65.80 .59 Dc 9.92 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 75.20 FLOWLINE ELEVATION = 38.55 PIPE FLOW = 10.63 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 39.470 *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( .92 FT.) IS LESS THAN CRITICAL DEPTH( 1.17 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 75.20 : HGL = < 39.442>;EGL= < 40.397>;FLOWLINE= < 38.550> ****************************************************************************** FLOW PROCESS FROM NODE 75.20 TO NODE 75.10 IS CODE = 1 UPSTREAM NODE 75.10 ELEVATION = 41.46 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.63 CFS PIPE LENGTH = 221.88 FEET PIPE DIAMETER = 24.00 INCHES MANNING'S N = .01300 NORMAL DEPTH(FT) .89 CRITICAL DEPTH(FT) 1.17 UPSTREAM ::ONTROL ASSUMED FLOWDEPTH(FT) 1.17 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-I- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) .000 1.168 5 577 1.651 174 . 76 .026 1.157 5 641 1.652 174. 78 .108 1.146 5 707 1. 652 174. 86 .252 1.135 5 775 1.653 174. 98 .462 1.124 5 845 1. 655 175. 15 .746 1.113 5 916 1. 657 175. 37 1 .113 1.102 5 989 1. 659 175. 65 1 .570 1.091 6 064 1. 662 175. 99 2 .130 1.080 6 141 1.666 176. 37 2 .805 1.069 6 220 1.670 176. 82 3 . 611 1.058 6 301 1.675 177. 33 4 .565 1.047 6 385 1.680 177. 89 5 .692 1.036 6 471 1.686 178. 52 7 .018 1.025 6 559 1.693 179. 21 8 .580 1.014 6 649 1.701 179. 97 10 .424 1.003 6 742 1.709 180. 79 12 .610 .992 6 838 1.718 181. 69 15 .220 . 981 6 936 1.728 182. 66 18 .369 . 970 7 038 1.739 183. 70 22 .225 . 959 7 142 1.751 184 . 81 27 .048 .948 7 249 1.764 186. 01 33 .276 .936 7 360 1.778 187. 29 41 .728 .925 7 474 1.793 188. 65 54 .245 . 914 7 591 1.810 190. 10 76 .735 . 903 7 712 1.828 191. 63 221 .880 .892 7 837 1.847 193. 26 NODE 75.10 HGL 42.628>;EGL= < 43.111>;FLOWLINE= < 41.460> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 75.10 75.10 TO NODE ELEVATION = 75.10 IS CODE = 5 42.52 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 5.04 18.00 90.00 42.52 .86 DOWNSTREAM 10.63 24.00 - 41.46 1.17 LATERAL #1 3.19 18.00 90.00 41.66 .68 LATERAL #2 2.40 18.00 .00 41.66 .59 Q5 .00===Q5 EQUALS BASIN INPUT=== 3.411 5.579 1.805 1.358 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS (DELTA4 ) ) / ( (A1-I-A2) * 16.1) -I-FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00393 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .016 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY-fHVl-HV2)-I-(ENTRANCE LOSSES) JUNCTION LOSSES = ( .758)-l-( .000) = .758 ,00254 ,00532 .000 FEET NODE 75.10 : HGL = < 43.689>;EGL= < 43.870>;FLOWLINE= < 42.520> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 75.00 75.10 TO NODE ELEVATION = 75.00 IS CODE = 1 42.52 (FLOW UNSEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.04 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 170.84 FEET MANNING'S N = .01300 •WARNING — PIPE INVERT SLOPE IS LESS THAN .0001, AND DEFAULTED TO .0001 ===> NORMAL PIPEFLOW IS PRESSURE FLOW NORMAL DEPTH(FT) = 1.50 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.17 .86 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) .000 3.859 7.890 12.091 16.459 20.993 25.688 30.542 35.549 40.707 46.009 51.449 57.022 62.720 68.536 74.461 80.486 86.600 92.792 FLOW DEPTH (FT) VELOCITY (FT/SEC) SPECIFIC ENERGY(FT) 169 182 195 209 222 235 248 262 275 288 301 315 328 341 354 368 381 394 407 ,410 ,373 ,337 ,302 ,269 .237 .206 ,176 ,147 ,120 ,094 ,069 ,045 ,022 3.001 2.980 2.961 2.943 2.926 ,350 . 359 ,368 ,378 .388 .398 .408 .418 ,429 .439 ,450 1.461 1.472 ,483 .494 ,506 ,517 ,529 ,540 PRESSURE-I- MOMENTUM (POUNDS) 81.96 82.82 83.71 84.62 85.56 86.53 87.52 88.54 89.58 90.64 91.72 92.83 93.96 95.11 96.28 97.47 98.69 99.92 101.17 99.049 1.421 2. 910 1.552 102.45 105.357 1.434 2.896 1.564 103.74 111.698 1.447 2.883 1.576 105.06 118.054 1.460 2.872 1.588 106.39 124.399 1.474 2.863 1.601 107.75 130.699 1.487 2.855 1.613 109.14 136.876 1.500 2.851 1.626 110.56 ===> FLOW IS UNDER PRESSURE 170.840 1.575 2.852 1.701 118.81 NODE 75.00 : HGL = < 44 095>;EGL= < 44.221>;FLOWLINE= < 42.520 ****************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 5 UPSTREAM NODE 75.00 ELEVATION = 42.85 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 2.43 18.00 90.00 42.85 DOWNSTREAM 5.04 18.00 - 42.52 LATERAL #1 .00 .00 .00 .00 LATERAL #2 .00 .00 .00 .00 Q5 2.61===Q5 EQUALS BASIN INPUT=== FLOWLINE CRITICAL VELOCITY DEPTH(FT.) (FT/SEC) .59 1.375 .86 2.852 .00 .000 .00 .000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (A1-I-A2) *16.1)-t-FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = . DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = . AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00142 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .006 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY-i-HVI-HV2)-)-(ENTRANCE LOSSES) JUNCTION LOSSES = ( .161)-i-i .025) = .187 00054 00230 .025 FEET NODE 75.00 : HGL = < 44.378>;EGL= < 44.408>;FLOWLINE= < 42.850> ****************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 45.00 IS CODE = 1 UPSTREAM NODE 4 5.00 ELEVATION = 43.12 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.4 3 CFS PIPE LENGTH = 54.38 FEET PIPE DIAMETER = MANNING'S N = 18.00 INCHES .01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1.53 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE-t- CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) .000 1.528 1.375 1.558 92.30 6.399 1.500 1.375 1.529 89.18 NORMAL DEPTH(FT) = .59 CRITICAL DEPTH(FT) .59 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM .FLOW DEPTH VELOCITY SPECIFIC PRESSURE-^ CONTROL(FT) (FT) (FT/SEC) ENERGY( FT) MOMENTUM(POUNDS) 6.399 1.500 1.375 1. 529 89.18 14.447 1.464 1.383 1. 493 85.22 22.373 1.427 1.400 1. 458 81.34 30.238 1.391 1.421 1. 422 77.53 38.061 1.355 1.447 1. 387 73.81 45.853 1.318 1.476 1. 352 70.18 53.622 1.282 1.510 1. 317 66.65 54.380 1.278 1.514 1. 314 66.31 NODE 45.00 : HGL = < 44. 398>;EGL= < 44.434>;FLOWLINE= < 43.120> ****************************************************************************** FLOW PROCESS FROM NODE 45. 00 TO NODE 45.00 IS CODE = 8 UPSTREAM NODE 45.00 ELEVATION = 43.06 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 2.43 CFS PIPE DIAMETER = 18 .00 INCHES FLOW VELOCITY = 1.51 FEET/SEC. VELOCITY HEAD = 036 FEET CATCH BASIN ENERGY LOSS = .2* (VELOCITY HEAD) = .2*( • 036) = .007 NODE 45.00 : HGL = < 44. 441>;EGL= < 44.441>;FLOWLINE= < 43.060> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 45.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 43.06 43.65 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD, LACRD, mD OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1459 Analysis prepared by: BHA 5115 AVENIDA ENCINAS SUITE L CARLSBAD, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * HYDRAULIC GRADE LINE ANALYSIS NODE 75.1 TO 4 0.0 * * * * * ************************************************************************** FILE NAME: 810-P2.DAT TIME/DATE OF STUDY: 12:58 9/14/2002 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-l- FLOW PRESSURE-I- NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 75.10- 2.03* 169.78 .75 75.03 ) FRICTION 41.10- 1.24* 87.67 .87 Dc 72.45 } JUNCTION 41.10- 1.48* 85.04 .37 23.90 } FRICTION } HYDRAULIC JUMP 40.10- .66 22.32 .35* 25.72 } JUNCTION 40.10- .52 Dc 20.32 .35* 25.10 } FRICTION 40.00- .52*Dc 20.32 .52*Dc 20.32 } CATCH BASIN 40.00- .75* 10.82 .52 Dc 7.35 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 75.10 FLOWLINE ELEVATION = 41.66 PIPE FLOW = 5.11 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 4 3.690 NODE 75.10 HGL 43.690>;EGL= < 43.820>;FLOWLINE= < 41.660> ****************************************************************************** FLOW PROCESS FROM NODE 75.10 TO NODE 41.10 IS CODE = 1 UPSTREAM NODE 41.10 ELEVATION = 42.65 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.11 CFS PIPE LENGTH = 102.34 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = .01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 2.03 DISTANCE FROM CONTROL(FT) PRESSURE HEAD(FT) VELOCITY (FT/SEC) SPECIFIC ENERGY(FT) PRESSURE-I- MOMENTUM (POUNDS) .000 2 .030 2 892 2.160 169.78 72.531 1 .500 2 892 1.630 111.34 NORMAL DEPTH(FT) = .75 CRITICAL DEPTH(FT) = .87 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-1- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 72.531 1 .500 2 891 1. 630 111.34 75.786 1 .475 2 901 1. 606 108.67 78.880 1 .450 2 921 1.582 106.10 81.884 1 .424 2 946 1.559 103.62 84.820 1 .399 2 977 1.537 101.21 87.697 1 .374 3 012 1.515 98.87 90.524 1 .349 3 051 1.493 96.61 93.303 1 .324 3 095 1.472 94.43 96.035 1 .298 3 143 1.452 92.33 98.723 1 .273 3 195 1.432 90.31 101.365 1 .248 3 251 1.412 88.37 102.340 1 .239 3 273 1.405 87.67 NODE 41.10 : HGL = < 43.E 389>;EGL= < 44.055>;FLOWLINE= < 42.650> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 41.10 41.10 TO NODE ELEVATION = 41.10 IS CODE = 5 42.69 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: FLOWLINE ELEVATION PIPE FLOW DIAMETER ANGLE (CFS) (INCHES) (DEGREES) UPSTREAM 1.91 18.00 .00 42.69 DOWNSTREAM 5.11 18.00 - 42.65 LATERAL #1 3.20 18.00 90.00 42.69 LATERAL #2 .00 .00 .00 .00 Q5 .00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- CRITICAL VELOCITY DEPTH(FT.) (FT/SEC) ,52 ,87 ,68 ,00 1.083 3.274 1. 919 .000 Q4*V4*COS (DELTA4) ) / ( (AH-A2) *16.1)-t-FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00030 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00234 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00132 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .005 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY-(-HVl-HV2)-I-(ENTRANCE LOSSES) JUNCTION LOSSES = ( .138)-l-( .000) = .138 NODE 41.10 : HGL = < 44.175>;EGL= < 44.193>;FLOWLINE= < 42.690> ************ ****************************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 40.10 IS CODE = 1 UPSTREAM NODE 40.10 ELEVATION = 43.46 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.91 CFS PIPE LENGTH = 4 3.46 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = .01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = .37 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = .35 .52 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) .000 .690 1.404 2.144 2.912 3.712 4 .545 5.418 6.332 7.294 8.311 9.388 10.536 11.766 13.092 14.532 16.111 17.861 19.828 22.080 24.720 27.923 32.017 37.737 43.460 FLOW DEPTH (FT) .345 .346 .347 .349 .350 .351 .352 .353 .354 .356 .357 .358 .359 .360 .362 .363 .364 .365 .366 .367 .369 .370 .371 .372 .373 VELOCITY (FT/SEC) 6.216 6.186 6.157 6.127 6.098 6.069 6.040 6.012 5.984 5. 956 5.928 5. 901 5.873 5.846 5.819 5.793 5.766 5.740 5.714 5.688 5.663 5.637 5.612 5.587 5.573 SPECIFIC ENERGY(FT) .945 .941 .936 .932 .928 .923 .919 .915 . 911 . 907 . 903 .899 .895 .891 .888 .884 .881 . 877 .874 .870 .867 .864 .860 .857 .855 PRESSURE-t- MOMENTUM (POUNDS) 25.72 25.63 25.55 25.46 25.38 25.29 25.21 25.13 25.05 24.96 24 . 89 24 .81 24 .73 24.65 24.58 24.50 24.43 24.36 24 .29 24.22 24.14 24.08 24.01 23. 94 23.90 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.48 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-t- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) .000 1.485 1. 082 1.503 85.04 2.193 1.446 1. 093 1.465 80.85 4 .375 1.408 1. 109 1.427 76.74 6.549 1.369 1. 129 1.389 72.70 8.714 1.331 1. 152 1.351 68.76 10.872 1.292 1. 179 1.314 64.91 13.021 1.253 1. 210 1.276 61.18 15.163 1.215 1. 245 1.239 57.57 17.296 1.176 1. 284 1.202 54.08 19.418 1.138 1. 328 1.165 50.72 21.529 1.099 1. 376 1.129 47.50 23.626 1.061 1. 429 1.092 44.42 25.708 1.022 1. 489 1.056 41.48 27.771 .983 1. 555 1.021 38.71 29.811 .945 1. 628 .986 36.09 31.825 . 906 1. 710 .952 33.64 33.804 .868 1. 802 . 918 31.36 35.742 .829 1. 905 .886 29.26 37.628 .791 2. 022 .854 27.35 39.446 .752 2. 154 .824 25.64 41.175 .713 2. 304 .796 24.13 42.787 . 675 2. 476 .770 22.84 43.460 .657 2. 565 .759 22.32 HYDRAULIC JUMP aMaivcTC — HYDRAULIC JUMP 1 PRESSURE-fMOMENTUM BALANCE OCCURS AT 39.8 3 FEET UPSTREAM OF NODE 41.10 1 NODE DOWNSTREAM DEPTH = .743 FEET, UPSTREAM CONJUGATE DEPTH = .351 FEET j 40.10 : HGL = < 43.805>;EGL= < 44.405>;FLOWLINE= < 43.460> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 4 0.10 40.10 TO NODE ELEVATION = 40.10 IS CODE = 5 43.66 (FLOW IS SUPERCRITICAL) FLOWLINE ELEVATION CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE (CFS) (INCHES) (DEGREES) UPSTREAM 1.91 18.00 .00 43.66 DOWNSTREAM 1.91 18.00 - 43.46 LATERAL #1 .00 .00 .00 .00 LATERAL #2 .00 .00 .00 .00 Q5 .00===Q5 EQUALS BASIN INPUT=== CRITICAL DEPTH(FT.) .52 .52 .00 .00 VELOCITY (FT/SEC) 6.005 6.218 .000 .000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS (DELTA4) ) / ( (A1-I-A2 )* 16 . 1) -l-FRICTION LOSSES UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .02224 DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .02454 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .02339 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .094 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = (DY-t-HVl-HV2)-I-(ENTRANCE LOSSES) JUNCTION LOSSES = ( .168)-l-( .000) = .168 NODE 40.10 : HGL = < 44.014>;EGL= < 44.574>;FLOWLINE= < 43.660> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 40.00 40.10 TO NODE 40.00 IS CODE = 1 ELEVATION = 44.36 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD) PIPE FLOW = 1.91 CFS PIPE LENGTH = 28.69 FEET PIPE DIAMETER = 18.00 INCHES MANNING'S N = .01300 NORMAL DEPTH(FT) .35 CRITICAL DEPTH(FT) .52 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) .52 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-I- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) .000 .521 3 504 .711 20 .32 .010 .514 3 569 .712 20 .33 .040 .507 3 637 .712 20 .34 .092 .500 3 707 .713 20 .38 .170 .493 3 780 .715 20 .42 .276 .486 3 855 .716 20 .48 .412 .479 3 933 .719 20 .56 .583 .472 4 013 .722 20 .64 .792 .465 4 097 .725 20 .75 1 .046 .458 4 184 .730 20 .87 1 .349 .451 4 275 .734 21 .01 1 .711 .444 4 369 .740 21 .16 2 .139 .437 4 466 .747 21 .34 2 .644 .430 4 568 .754 21 .53 3 .242 .423 4 674 .762 21 .74 3 . 951 .416 4 784 .771 21 .97 4 .794 .409 4 899 .782 22 .23 5 .805 .402 5 020 .793 22 .50 7 .029 .395 5. 145 .806 22 .80 8 . 534 .388 5. 276 .820 23 .13 10 . 424 .381 5. 413 .836 23 48 12 .875 .374 5. 557 .853 23 86 16 .215 .367 5. 707 .873 24 27 21 . 182 .360 5. 865 .894 24 71 28 .690 .354 6. 003 .914 25 10 NODE 40.00 HGL = < 44.881>;EGL= < 45.071>;FLOWLINE= < 44.360> ****************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8 UPSTREAM NODE 40.00 ELEVATION = 44.36 (FLOW IS AT CRITICAL DEPTH) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.91 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.51 FEET/SEC. VELOCITY HEAD = .191 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .191) = .038 NODE 40.00 : HGL = < 45.110>;EGL= < 45.110>;FLOWLINE= < 44.360> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 40-00 FLOWLINE ELEVATION = 44.36 ASSUMED UPSTREAM CONTROL HGL = 44.88 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1459 Analysis prepared by: BHA 5115 AVENIDA ENCINAS SUITE L CARLSBAD, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * HYDRAULIC GRADE LINE ANALYSIS NODES 41.1 TO 41.0 * * * * * ************************************************************************** FILE NAME: 810-Pl.DAT TIME/DATE OF STUDY: 13: 5 9/14/2002 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-t- FLOW PRESSURE-l- NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 41.10- 1.49* 89.37 .46 35.34 } FRICTION 41.00- 1.16* 57.49 .62 Dc 31.06 } CATCH BASIN 41.00- 1.22* 51.34 .62 Dc 11.10 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 41.10 FLOWLINE ELEVATION = 42.69 PIPE FLOW = 2.66 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 44.180 NODE 41.10 : HGL = < 44.180>;EGL= < 44.215>;FLOWLINE= < 42.690> ****************************************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 41.00 IS CODE = 1 UPSTREAM NODE 41.00 ELEVATION = 4 3.01 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.66 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 15.76 FEET MANNING'S N = .01300 NORMAL DEPTH(FT) = .43 CRITICAL DEPTH(FT) .62 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT ) = 1.49 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-I- CONTROL(FT) (FT) (FT/SEC) ENERGY FT) MOMENTUM (POUNDS) .000 1.490 1.506 1. 525 89.37 1.739 1.455 1.518 1. 491 85.60 3.461 1.420 1.536 1. 457 81.90 5.170 1.385 1.559 1. 423 78.29 6.868 1.351 1.587 1. 390 74.75 8.554 1.316 1.619 1. 356 71.30 10.230 1.281 1.655 1. 323 67.95 11.894 1.246 1.695 1. 291 64.70 13.546 1.211 1.739 1. 258 61.56 15.185 1.176 1.789 1. 226 58.54 15.760 1.164 1.807 1. 215 57.49 NODE 41.00 : HGL = < 44. 174>;EGL= < 44.225>; FLOWLINE= < 4 3.010> ****************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 8 UPSTREAM NODE 41.00 ELEVATION = 43.01 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 2.66 CFS PIPE DIAMETER = FLOW VELOCITY = 1.81 FEET/SEC. VELOCITY HEAD = CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 18.00 INCHES .051 FEET .051) = .010 NODE 41.00 : HGL 44.235>;EGL= < 44.235>;FLOWLINE= < 43.010> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 41.00 FLOWLINE ELEVATION = 43.01 ASSUMED UPSTREAM CONTROL HGL = 43.63 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS II. CALCULATIONS D. INLET SIZE CALCULATIONS INLET SIZING TABLE NODE Q (cfs) Street Grade (%) Depth of flow (ft) Inlet Type Length of Inlet Opening (ft) Length of Inlet Shown on Plan (ft) Comments 41 2.7 1.00 0.30 Type "B-r Inlet 8 10 45 2.4 Sump 0.26 Type "8-2" Inlet 4.8 6 75 5 Sump 0.32 Type "6-2" Inlet 8.3 10 References: City of San Diego Drainage Design Manual, Chart I-103.6A, Chart I-103.6C, and Chart I-103.6D, April 1984 Page 1 of 1 SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAI, APPROVED Y, 4-/ ^ -^.'^r c U . COMPUTATION OF EFFECTIVE SLOPE FOR NATURAL WATERSHEDS DATE APPENDIX X-B IV-A. 11 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coefficient. C Soil Group Land Use A B £ D Residential: Single Family .40 .45 .50 @ Multi-Units .45 .50 .60 .70 Mobile Homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Commercial 80% Impervious .70 .75 .80 .85 Industrial 90% Impervious .80 .85 .90 .95 NOTES: (II (2) Soil Group maps are available at the offices of the Department of Public Works. Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = §0 x 0.85 = 0.53 80 IV-A-9 APPENDIX IX Updated 4/93 - BOO - 7^?^? - £0O \ SOO 40D \ SOO \ Fee/ — 4oao —2ooo —Zooa £Qa/?r/OA/ •r i'.'.si-re 38S ^ - 7//77e of cof}£:e/7/na//o/7 i » Ler^gM of tva/er.ff/7ed ' D///'ere/7ce /n e/e\/a.h'an aVo/7ff e/Z'sc/^/^e s/ope //ne (See Append/X X-B) j- Z Af//es /O — 300 •20O S — 4- \ \ \ \ \ •/OO •SO •40 — JO — za OS — NOTE (FOR NATORAr^MTERSFED^ ADD TEN MINUTES TO \ \ COMPUTED TIME OF CON- \ |IC£NJiRATION- I — /O Fee/ //ours 4 — \^S/}0/) '—4^0 — 30^ \ \ _ - 2000 I—/soa /600 • /400 I— /2oa - /ooo — 900 — 800 — 700 — 600 -SOO I— 400 — 300 \ \ ZOO A/I/nu/es — Z40 /BO /20 /OO 90 80 70 -60 - SO 40 I— 30 -ZO /B /6 /Z - /O 9 8 7 6 — 4- — 3 H SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES OESIGN MANUAL APPROVED O < // //4r</r<^ ^^Z^^ NOMOGRAPH FOR DETERMINATfON OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DATE APPENDIX X-A U/eS/9A/ /?/?£/?S 0^^£^l/P^/£> T/MS OF FLOIV CU/ei/£S Sxomp/e •• S/yeo •• Ze/rp/A a/" F/otv • JOO //: S/o^e ' AO '/o CoeMb/e/}/ o/ £L//fo/f. C-.SO ^'eac/ •• Oi'ef/tfne/ F/otY//nre '/^ Af//7i//es SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICI SERVICES DESjGN MANUAL APPROVED /V- -V. /y'^-' '•- 1 /T c'TlX URBAN AREAS OVERLAND TIME OF FLOW CURVES DATE APPENDIX X-C RESIDENTIAL STREET ONE SIDE ONLY 2-I 1111! 5 6 7 8 9 10 DISCHARGE (C. F S.) I 20 I 30 I I 40 50 EXAMPLE; Given; Q= 10 S= 2.5% Chart gives: Depth = 0.4, Velocity = 4.4 fp.s. SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED /b./J•/Ufj^r^^4LI^6y^ GUTTEf; AND ROADWAY DISCHARGE-VELOCITY CHART APPENDIX X-D TWA 1-5 Lv./TTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 100-YEAR P5?ECIP!TAT!0rJ 33" ^2W^ ISOPLUVIALS PRECiPiTATIOn \li OF lOO-YEAR 6-HOUR iFEfjTliS GF AN i::Cli > I Prepnt.-d by U.S. DEPARTMENT OF COMMERCE NATfO.VAL OCEANIC AND ATJOSPIIERIC AOKINISTRATION SPECIAL STUOIES BRANCH. OFFICE OF HYDROLOGY. NATIONAL WEATHER SERVICE 30 116' COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION 8- FLOOD CONTROL its 33' 30' 15' i»5 Prcpai U.S. DEPARTMEN NATIONAL OCKAMC AND AT:. SPECIAL STUDIES BKANCII, OKKICE OF Iffl 30' lOO-YEAR 24-!I0ljR PRECIPITATION '-20^ ISOPLUVIALS OF 100-YEAR 24-HOUR PRECIPITATION IN EMTHS OF AN INCH nn /i5' 30' in 117' in' 116' INTENSriY-DURATIurt DESIGN CHART n ~"^'riTri"l'l!''r'"'l''rin-""1iii.iiuii.i!iiiiirp:. ; ". .' i'l.iu.i li IHI nif I in Equation: 7.44 D -.645 Intensity (In./Hr.) 6 Hr. Precipitation (In.) Duration (Min.) Directions for Application: 1) From precipitation maps detennine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 nnd 100 yr. maps included in th Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range pf 45% to 65% of the 24 hr. precipitation. (Not r.pplicable to Desert) 3) Plot 6 hr. precipitation on the right side of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency /c?0 yr. 1) Pfi = ^'^ In., P..= , *P 2) Adjusted *Pg= 24 24 in. 3) 4) c I « min. in/hr. *Not Applicable to Desert Region 30 40 50 1 APPENDIX XI IV-A-14 nni.; Or? 1 /or; CHART 1-103.6 A CAPACITY OF CURB OPENING INLETS ASSUMED 2% CROWN. Q = 0.71 (A+Y)^/^ *A Y = 0.33 = HEIGHT OF WATER AT CURB FACE (O.I*' MAXIMUM) REFER TO CHART 1-104.12 L = LENGTH OF CLEAR OPENING OF INLET *Use A=0 when the inlet is adjacent to traffic; i.e., for a Type "J" median inlet or where the parking lane is removed. REV. CITY OF SAN DIEGO - OESIGN GUIDE SHT. NO. CAPACITY OF CURB OPENING INLETS 13 CHART I-I03.6C 1.0 .t- •-9 .7- • - e u Ul u. .«- .9- 5 }-5 UJ .' a. o O u uj I .3- .2- •12 II 10 to o T - 3 7 (0 U X u z -J o u. o .2 •U3 UJ a. o o UJ I o O u. CE Ul a. u < '.5 • 4 •2 I-.2 •.I -.06 -.05 -J34 L.X)3 t- 2 H*if HI (f curb i j 1 -4 i - ••rfaci of ELEVATION SECTION I 15 -5 -4 -3 -2 (9 Z o u o o UJ u. o w z et a. a Ul o z o a -1.0 - .9 - .8 - .7 - .6 _ .5 1 .4 - .3 - .2 >- .15 REV. CITY OF SAN OIEGO - DESIGN GUIDE SHT. NO. NOMOGRAM-CAPACITY ,CURB INLET AT SAG NOMOGRAM-CAPACITY ,CURB INLET AT SAG NOMOGRAM-CAPACITY ,CURB INLET AT SAG '{"mm." PUP III. REFERENCES IV. EXHIBITS IV. EXHIBITS