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HomeMy WebLinkAboutSDP 97-15; Carrillo Ranch Village B; HYDROLOGY STUDY; 1998-09-21HUNSAKER ^ASSOCIATES PLANNING ENGINEERING SURVEYING IRVINE LAS VEGAS RIVERSIDE SAN DIEGO HYDROLOGY STUDY For CARRILLO RANCH VILLAGE B in the City of Carlsbad Prepared for: Continental Homes W.O. 1508-7 September 21, 1998 DAVE HAMMAR IACK HILL LEXWILLIMAN David A. Hammar, R.C.E. President Hunsaker & Associates San Diego, Inc. 10179 HuennekensSt. Suite 200 San Diego, CA 92121 (619)558-4500 PH (619)558-1414 FX www.hunsaker.com lnfo@HunsakerSD.com RA:kk msword\c:Memporary folder 9-21\150B\1B9B\b62.doc W.O. 1508-7 09/21/98 Carrillo Ranch Village B Hydrology Study TABLE OF CONTENTS References Introduction Executive Summary Vicinity Map Drainage Criteria and Methodology 100-year Post-Development Hydrology Study Reference Data Post-Development Hydrology Map SECTION I III IV V (pocket) RA:kk mswordW:\aes9a\150B\7lhyd.doc W,O, 1508-7 09/21/fla Carrillo Ranch Village B Hydrology Study References 1) The County of San Diego Drainage Design & Procedure Manual, 1993 2) The County of San Diego Department of Public Works, Public Roads Standards, 1992 3) Master Drainage and Storm Water Quality Management Plan, City of Carlsbad, California, March 1994 4) Drainage Study for Rancho Carrillo Village "A, B, C, and D", Rick Engineering Company, January 6, 1998 5) Plans for the Improvement of Rancho Carrillo Village "A, B, C, and D", Rick Engineering, April 1998 Introduction Carrillo Ranch Village "B" lies within the City of Carlsbad, California. Development is proposed southeast of Palomar Airport Road and Melrose Drive (see fig.1). Post-development conditions are included within this report. Design flows of the existing downstream facilities can be obtained via the Drainage Study for Rancho Carrillo Village "A, B, C, and D", Rick Engineering Company, January 6, 1998. Since the existing storm drain has been constructed to convey a 100-year storm from the Village B mass graded site, only post- development conditions have been determined. If post- development conditions prove to be less than pre-development conditions, the functionality of the existing storm drain will be adequate. Therefore, the scope of work includes: • Determination of 100-year peak discharge. aad\1508\hyd.doc W.O. 1509-7 OB/21/9B Carrillo Ranch Village B Hydrology Study Executive Summary The following table compares existing and post-development flows as determined by the corresponding engineering company's hydrology report: Company Rick Engineering Hunsaker & Associates i Existing '- ; ~ Condition '•? » Desilting Basin #1 9.0 cfs N/A . ^ost-Cevelppment. ' ''"* Condition.'! Node 63 to 64 N/A 6.8 cfs (,/ Existing-'.;., "• , '• ' Condition^.' '/ Desilting Basin #3 19.4 cfs N/A P os fc*D0v0io PITI 6 ntp ' , *» '-^..^^^'^^S^^l^'i•- • Condltioi^^i!. Node 41 to 64 N/A 14.4 Cfs In summary, the table identifies post-development flows as being less than existing flows due to mass grading. Therefore, since the existing storm drain has been designed and constructed to accomodate a 100-year storm (see copy of improvement plans, next page) and post-development flows are less than existing flows, the existing storm drain does not require upsizing or any other modifications. RA:kk rnswanJ\c:Mxinehead\1508Viyil.doc W.0.1508-7 09/21/98 ' >-" 1 1 52.04 • 97.68 1 t/yf/l .b 1 1 i i I i DESILTING BASIN NO i i t/) SEE SHEE PASEO HE \ 'TH . 65 . 17 .37 . 45 REMARKS 6' TYPE 'G1 C&G 61 TYPE 'G1 C&G 6* TYPE 'G1 C&G fi1 TYPF T,1 r*.r. 206 DESILTING BASIN NO 3 301 DIA. RISER CARRILLO RANCH VILLAGE B VICINITY MAP SITE MELROSE DR. CITY OF SAN MARCOS NOT TO SCALE f ig.1 Carrillo Ranch Village B Hydrology Study Drainage Criteria and Methodology Design Storm 100-year storm Land Use Multi-family Soil Type A hydrologic soil group "D" was used for this study. Runoff Coefficient "C" values were based on the County of San Diego Drainage Design & Procedure Manual. The site is multi- family residential, therefore a "C" value of 0.70 was used. Rainfall Intensity The rainfall intensity values were based on the criteria presented in the County of San Diego Drainage Design & Procedure Manual (see Reference Data). J*:\aBs9Z\150S\7Viyd.doc W.O. 1508-7 M/21/9B Carrillo Ranch Village B Hydrology Study HYDROLOGY METHOD OF ANALYSIS The computer generated analysis for this watershed is consistent with current engineering standards and requirements of the County of San Diego. This report also contains calculations for the proposed storm drain within the project limits. RATIONAL METHOD The most widely used hydrologic model for estimating watershed peak runoff rates is the rational method. The rational method is applied to small urban and semi-urban areas of less than 0.5 square miles. The rational method equation relates storm rainfall intensity, a selected runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA. Where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. NODE-LINK STUDY In performing a node-link study, the surface area of the basin is divided into basic areas which discharge into different designated drainage basins. These "sub-basins" depend upon locations of inlets and ridge lines. SUBAREA SUMMATION MODEL The rational method modeling approach is widely used due to its simplicity of application, and its capability for estimating peak runoff rates throughout the interior of a study watershed analogous to the subarea model. The procedure for the Subarea Summation Model is as follows: RA:k* mswortVi: \a8S92\15Q8mhyd.doc W.O. 150B-7 Q8/Z1/98 Carrillo Ranch Village B Hydrology Study (1) Subdivide the watershed into subareas with the initial subarea being less than 10 acres in size (generally 1 lot will do), and the subsequent subareas gradually increasing in size. Assign upstream and downstream nodal point numbers to each subarea in order to correlate calculations to the watershed map. (2) Estimate a Tc by using a nomograph or overlaid flow velocity estimation. (3) Using T, determine the corresponding values of I. Then Q = C I A. (4) Using Q, estimate the travel time between this node and the next by Manning's equation as applied to the particular channel or conduit linking the two nodes. The nodes are joined together by links, which may be street gutter flows, drainage swales or drainage ditches. These links are characterized by length, area, runoff coefficient and cross-section. The Computer subarea menu is as follows: Enter Upstream node number Enter Downstream node number SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial subarea analysis. 3. Pipeflow travel time (computer estimated). 4. Pipeflow travel time (user specified). 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. 7. User - specified information at node. 8. Addition of sub area runoff to main line. 9. V-gutterflow through area. Select subarea hydrologic process The engineer enters in the pertinent nodes, and then the hydrologic process. Where two or more links join together, the node is analyzed by the confluence method described as follows: RA:Ut mswort\n;^aes92\1508\7Viyd.Hoc W.O. 1508-7 09/31/99 Carrillo Ranch Village B Hydrology Study At the confluence point of two or more basins, the following procedure is used to adjust the total summation of peak flow rates to allow for differences in basin times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. (1). If the collection streams have the same times of concentration, then the Q values are directly summed, (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i). The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (ia/lb); Tp = Ta (ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb+Qa (VTa); Tp = Tb In a similar way, the underground storm drains are analyzed. The data obtained from the surface model for the flow rates present at the inlets and collection points are input into the nodes representing those structures. The design grades and lengths are used to compute the capacity of the storm drains and to model the travel time into the adjustment of the times of concentration for downstream inlets. REFERENCE 1. Hydrology Manual, County of San Diego, January 1985. 2. Hromadka, Theodore: COMPUTER METHODS IN URBAN HYDROLOGY: Lighthouse Publications, 1983. RA:kk mswordVi:\aes92\150S\7Miyd.doc W.O. 1508-7 09/21/98 m F RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ^ Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-93 Advanced Engineering Software {aes) i Ver. 1.5A Release Date: 7/10/93 License ID 1239L. Analysis prepared by: L HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying P Three Hughes * Irvine , California 92718 * (714) 538-1010 * CARRILLO RANCH, VILLAGE B * 100-YEAR HYDROLOGY STUDY * W.O. #1508-07 SEPTEMBER 21, 1998 FILE NAME: 1508\7\DEV100-RAT TIME/DATE OF STUDY: 11:39 9/21/1998 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) = 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 11.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 305.00 UPSTREAM ELEVATION = 446.20 DOWNSTREAM ELEVATION = 442.80 ELEVATION DIFFERENCE = 3.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.127 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.166 SUBAREA RUNOFF(CFS) = .29 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .29 m m ^ FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6 m >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 442.80 DOWNSTREAM ELEVATION = 442.50 STREET LENGTH(FEET) = 85.00 CURB HEIGHT(INCHES) = 6. I STREET HALFWIDTH(FEET) = 16.00 te. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00rINTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 C [ [ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .56 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.05 PRODUCT OF DEETH&VELOCITY = .27 STREETFLOW TRAVELTIME(MIN) = 1.35 TC(MIN) = 13.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.891 m SOIL CLASSIFICATION IS "D" S MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 • SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .54 SUMMED AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .84 P END OF SUBAREA STREETFLOW HYDRAULICS: jy DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 7.39 FLOW VELOCITY{FEET/SEC.) = 1.26 DEPTH*VELOCITY = .35 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPEFLOW VELOCITY{FEET/SEC.) = 3.4 UPSTREAM NODE ELEVATION = 437.50 DOWNSTREAM NODE ELEVATION = 437.20 FLOWLENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = .84 TRAVEL TIME(MIN.} = .15 TC{MIN.) = 13.62 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: pg PIi TIME OF CONCENTRATION(MIN.} - 13.62 • RAINFALL INTENSITY(INCH/HR) - 3.86 TOTAL STREAM AREA(ACRES) = .30 *" PEAK FLOW RATE(CFS) AT CONFLUENCE = .84 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« C C SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 445.40 DOWNSTREAM ELEVATION = 443.90 ELEVATION DIFFERENCE = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW{MINUTES} = 7.322 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.768 SUBAREA RUNOFF (CFS) = .40 TOTAL AREA(ACRES) = _ .10 TOTAL RUNOFF(CFS) = .40 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 443.90 DOWNSTREAM ELEVATION = 442.40 STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .95 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.48 AVERAGE FLOW VELOCITY(FEET/SEC.} = 1.77 PRODUCT OF DEPTH&VELOCITY = .45 STREETFLOW TRAVELTIME(MIN) = 1.27 TC(MIN) = 8.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.202 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.09 SUMMED AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.50 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) - 7.39 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY = .62 11i FLOW PROCESS FROM NODE 16.00 TO NODE 13.00 IS CODE = fH m »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.2 UPSTREAM NODE ELEVATION = 437.50 DOWNSTREAM NODE ELEVATION = 437.20 FLOWLENGTH(FEET) = 28.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.50 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 8.71 FLOW PROCESS FROM NODE 16.00 TO NODE 13.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.} = 8.71 RAINFALL INTENSITY(INCH/HR) = 5.16 TOTAL STREAM AREA(ACRES) = .40 PEAK FLOW RATE{CFS) AT CONFLUENCE = 1.50 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) {MIN.) (INCH/HOUR) (ACRE) 1 .84 13.62 3.865 .30 2 1.50 8.71 5.159 .40 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 2.12 8.71 5.159 2 1.96 13.62 3.865 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS} = 2.12 Tc{MIN.} = TOTAL AREA(ACRES) = -70 .71 FLOW PROCESS FROM NODE 13.00 TO NODE 20.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 m DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.2 UPSTREAM NODE ELEVATION = 436.90 DOWNSTREAM NODE ELEVATION = 435.10 FLOWLENGTH(FEET) = 71.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 2.12 TRAVEL TIME(MIN.) = .19 TC(MIN.) = N = .013 NUMBER OF PIPES = E FLOW PROCESS FROM NODE 13.00 TO NODE 20.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MIN.) = 8.90 RAINFALL INTENSITY (INCH/HR) = 5.09 TOTAL STREAM AREA (ACRES) = .70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12 1 ARE: FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE » 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = ,7000 INITIAL SUBAREA FLOW-LENGTH = 115.00 UPSTREAM ELEVATION = 446.20 DOWNSTREAM ELEVATION = 444.20 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.421 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.278 SUBAREA RUNOFF(CFS) = .88 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .88 FLOW PROCESS FROM NODE 18.00 TO NODE 19,00 IS CODE >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 444.20 DOWNSTREAM ELEVATION = STREET LENGTH(FEET) - 105.00 CURB HEIGHT (INCHES} = 6 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 6.00 INTERIOR STREET CROSSFALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 441.20 kj^ m f r E P« L **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.50 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .20 HALFSTREET FLOODWIDTH(FEET) = 3.80 AVERAGE FLOW VELOCITY(FEET/SEC.} = 2.86 PRODUCT OF DEPTH&VELOCITY - .58 STREETFLOW TRAVELTIME(MIN) = .61 TC(MIN) = 7.03 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.921 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT - .7000 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.24 SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 2.12 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .23 HALFSTREET FLOODWIDTH(FEET) = 5.11 FLOW VELOCITY(FEET/SEC.) = 2.80 DEPTH*VELOCITY = .64 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.} = 4.8 UPSTREAM NODE ELEVATION = 437.20 DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 173.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.} = .60 435.10 MANNING'S N = .013 = 18.00 NUMBER OF PIPES = 2.12 TC(MIN.) = 7.63 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« 2 ARE: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 7.63 RAINFALL INTENSITY(INCH/HR) = 5.62 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 2.12 8.90 5.088 .70 2 2.12 7.63 5.616 .50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** H (W STREAM NUMBER 1 2 RUNOFF (CFS) 4.05 4.05 Tc (MIN.; 7.63 8.90 INTENSITY (INCH/HOUR) 5.616 5.088 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 4.05 Tc{MIN.) = TOTAL AREA(ACRES) = 1.20 8.90 FLOW PROCESS FROM NODE 20.00 TO.NODE 27.00 IS CODE = L P» >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION = 434.80 DOWNSTREAM NODE ELEVATION = 433.00 FLOWLENGTH(FEET) = 181.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS} = 4.05 TRAVEL TIME(MIN.) = .57 TC(MIN.) = 9.46 FLOW PROCESS FROM NODE 20.00 TO NODE 27.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 «<« FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 235.00 UPSTREAM ELEVATION - 445.10 DOWNSTREAM ELEVATION = 440.80 ELEVATION DIFFERENCE = 4.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.024 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.041 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) =1.41 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 440.80 DOWNSTREAM ELEVATION = 439.00 STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6. P STREET HALFWIDTH(FEET) = 16.00L DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00 pi INTERIOR STREET CROSSFALL(DECIMAL) = .020 L OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.58 STREETFLOW MODEL RESULTS: p, STREET FLOWDEPTH(FEET) = .31 f HALFSTREET FLOODWIDTK(FEET) = 9.20 ™ AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY = .83 •I STREETFLOW TRAVELTIME (MIN) = .81 TC{MIN) = 9.83M 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.769 _ SOIL CLASSIFICATION IS "D" ffl MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 • SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) = 2.34 SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) - 3.75 1 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.02 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY = .98 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.83 RAINFALL INTENSITY(INCH/HR) = 4.77 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.75 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 442.40 DOWNSTREAM ELEVATION = 441.00 ELEVATION DIFFERENCE = 1.40 f" IM I"ito URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.009 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.444 SUBAREA RUNOFF(CFS) = .76 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) =.76 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 441.00 STREET LENGTH(FEET) = 100.00 STREET HALFWIDTH(FEET) = 12.00 DOWNSTREAM ELEVATION CURB HEIGHT(INCHES) = 440.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) - .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 6.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .23 HALFSTREET FLOODWIDTH (FEET) = 5.11 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 1.71 PRODUCT OF DEPTH&VELOCITY = .39 STREETFLOW TRAVELTIME (MIN) = .98 TC(MIN) = 8.99 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.055 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .25 HALFSTREET FLOODWIDTH (FEET) = 1.29 1.06 1.82 6.42 FLOW VELOCITY (FEET/SEC. ) = 1.72 DEPTH*VELOCITY =.44 FLOW PROCESS FROM NODE 26.00 TO NODE 23.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.0 UPSTREAM NODE ELEVATION - 436.00 DOWNSTREAM NODE ELEVATION = 434.00 FLOWLENGTH(FEET) = 78.00 MANNING': ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 1.82 TRAVEL TIME(MIN.) = .22 TC{MIN.) N = .013 NUMBER OF PIPES = 9.20 y m m ta. ******* FLOW PROCESS FROM NODE 26.00 TO NODE 23.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.} = 9.20 RAINFALL INTENSITY(INCH/HR) = 4.98 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.75 9.83 4.769 1.10 2 1.82 9.20 4.978 .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 5.41 9.20 4.978 2 5.50 9.83 4.769 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.50 Tc(MIN.) = TOTAL AREA(ACRES) = 1.60 9.83 FLOW PROCESS FROM NODE 23.00 TO NODE 27.00 IS CODE = Pm >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = 433.70 DOWNSTREAM NODE ELEVATION = 433.00 FLOWLENGTH(FEET) = 18.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.50 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 9.87 . FLOW PROCESS FROM NODE 23.00 TO NODE 27.00 IS CODE = 11 »>»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« m * ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.50 9.87 4.759 1.60 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.05 9.46 4.889 1.20 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.39 9.46 4.889 2 9.43 . 9.87 4.759 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.43 Tc(MIN-) = 9.87 TOTAL AREA(ACRES) = 2.80 FLOW PROCESS FROM NODE 23.00 TO NODE 27.00 IS CODE = 12 »»>CLEAR MEMORY BANK ft 1 <«« FLOW PROCESS FROM NODE 27.00 TO NODE 35.00 IS CODE = »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION = 432.70 DOWNSTREAM NODE ELEVATION = 430.40 FLOWLENGTH(FEET) = 115.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 9.43 TRAVEL TIME (MIN. ) = .22 MANNING'S N = .013 NUMBER OF PIPES - TC(MIN.) - 10.09 FLOW PROCESS FROM NODE 27.00 TO NODE 35.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 t C C f" >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« _.___...._______._______________;_____________.______________.________ SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT - .7000 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12 . 03 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 442.50 DOWNSTREAM ELEVATION = 440.70 ELEVATION DIFFERENCE « 1.80 . 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.187 SUBAREA RUNOFF (CFS) = 1.47 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.47 m FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 440.70 STREET LENGTH(FEET) = 230.00 STREET HALFWIDTH{FEET} = 16.00 DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6 437.40 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL (DECIMAL) = .020 8.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH (FEET) = 9.20 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2.65 PRODUCT OF DEPTH&VELOCITY = .82 STREETFLOW TRAVELTIME (MIN) = 1.45 TC(MIN) = 13.48 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.892 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEETJ = .35 HALFSTREET FLOODWIDTH (FEET) = 11.02 FLOW VELOCITY (FEET/SEC. ) = 2.74 DEPTH*VELOCITY = 2.56 2.18 3.64 .95 m to fal FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = m >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« m t ™ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.892 SOIL CLASSIFICATION IS "D" f1 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 y SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) = .27 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 3.92 m TC{MIN) = 13.48 FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18 ..0 INCH PIPE IS 4.5 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 11.4 UPSTREAM NODE ELEVATION = 431.40 DOWNSTREAM NODE ELEVATION = 430.40 FLOWLENGTH(FEET) = 12.00 MANNING'S N - .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.92 TRAVEL TIME (MIN.) = .02 TC(MIN.) = 13.50 FLOW PROCESS FROM NODE 32,00 TO NODE 35.00 IS CODE = H >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 13.50 RAINFALL INTENSITY (INCH/HR) = 3.89 TOTAL STREAM AREA (ACRES) = 1.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.92 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" ttt MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 135.00 P UPSTREAM ELEVATION - 441.00 y DOWNSTREAM ELEVATION = 439.00 m ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.338m m m 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.760 SUBAREA RUNOFF(CFS) = .81 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS} =.81 FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = M m m >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 432.00 DOWNSTREAM NODE ELEVATION = 430.40 FLOWLENGTH(FEET) = 20.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOH THRU SUBAREA(CFS) - .81 TRAVEL TIME(WIN.) = .05 TC{MIN.) = 7.39 FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.} = 7.39 RAINFALL INTENSITY(INCH/HR) = 5.74 TOTAL STREAM AREA(ACRES) = .20 PEAK FLOW RATE(CFS) AT CONFLUENCE = .81 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE} 1 3.92 13.50 3.888 1.40 2 .81 7.39 5.736 .20 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 3.46 7.39 5.736 2 4.46 13.50 3.888 m COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) « 4.46 TcfMIN.) = TOTAL AREA(ACRES) = 1.60 13.50 F* M m iu JH FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 11 »>»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.46 13.50 3.888 1.60 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.43 10.09 4.691 2.80 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) {MIN.) (INCH/HOUR) 1 13.13 10.09 4.691 2 12.28 _ 13.50 3.888 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.13 Tc(MIN.) = 10.09 TOTAL AREA(ACRES) = 4.40 FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 12 >»»CLEAR MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = m m m m >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION = 430.10 DOWNSTREAM NODE ELEVATION = 429.60 FLOWLENGTH(FEET) = 45.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 13.13 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 10.19 FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES m I* IP y PIPEFLOW VELOCITY {FEET/SEC. ) = 7.2 UPSTREAM NODE ELEVATION = 429.30 DOWNSTREAM NODE ELEVATION = 428.40 FLOWLENGTH(FEET) = 85.00 MANNING'S N = ESTIMATED PIPE DIAMETER (INCH) = 21.00 PIPEFLOW THRU SUBAREA(CFS) = 13.13 TRAVEL TIME (MIN.) = .20 TC(MIN.} = 10.39 .013 NUMBER OF PIPES = FLOW PROCESS FROM NODE 37.00 TO NODE 41.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 4.9 UPSTREAM NODE ELEVATION = 428.10 DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 75.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .25 427.80 MANNING'S N = .013 = 24.00 NUMBER OF PIPES = 13.13 TC(MIN.) = 10.64 FLOW PROCESS FROM NODE 37.00 TO NODE 41.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 10.64 RAINFALL INTENSITY (INCH/HR) = 4.53 TOTAL STREAM AREA (ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.13 FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 tt >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 165.00 UPSTREAM ELEVATION = 438.10 DOWNSTREAM ELEVATION = 436.50 ELEVATION DIFFERENCE = 1.60 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 9.344 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.929 SUBAREA RUNOFF (CFS) = 1.38 TOTAL AREA (ACRES) = .40 TOTAL RUNOFF (CFS). » 1.38 m m FLOW PROCESS FROM NODE 40,00 TO NODE 41.00 IS CODE - >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« 2 ARE: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 9.34 RAINFALL INTENSITY(INCH/HR) = 4.93 TOTAL STREAM AREA{ACRES} = .40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.13 10.64 4.532 4.40 2 1.38 9.34 4.929 .40 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 13.46 9.34 4.929 2 14.40 10.64 4.532 m COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.40 Tc(MIN.) = TOTAL AREA(ACRES) = 4.80 10.64 m m m FLOW PROCESS FROM NODE 41.00 TO NODE 64.00 IS CODE - >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION = 427.00 DOWNSTREAM NODE ELEVATION = 424.30 FLOWLENGTH(FEET) = 105.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 14.40 TRAVEL TIME(MIN.) = .17 TC(MIN.) = 10.81 m m •i FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 210.00 m m UPSTREAM ELEVATION = 442.30 DOWNSTREAM ELEVATION = 439.20 ELEVATION DIFFERENCE = 3.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.164 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.991 SUBAREA RUNOFF(CFS) = .70 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .70 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« ^ UPSTREAM ELEVATION = 439.20 DOWNSTREAM ELEVATION = 438.10 fcj STREET LENGTH(FEET) = 95.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTK(FEET) = 16.00 r; DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00 ** INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) =* .020 m. m SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIM£ COMPUTED USING MEAN FLOW(CFS) = 1.19 ™ STREETFLOW MODEL RESULTS: H STREET FLOWDEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.48 « AVERAGE FLOW VELOCITY(FEET/SEC.} = 2.22 J PRODUCT OF DEPTH&VELOCITY = .57 STREETFLOW TRAVELTIME(MIN) = .71 TC(MIN) = 9.88 ** 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.755 m SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 m SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 1.00 ^ SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.70 * END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = ,29 HALFSTREET FLOODWIDTH(FEET) = 8.30 * FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY = .61 ~1 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = ^B »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« y TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.88 5 RAINFALL INTENSITY(INCH/HR) = 4.76 if TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.70 m • FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE =» 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = ,7000 • INITIAL SUBAREA FLOW-LENGTH = 180.00 M UPSTREAM ELEVATION = 442.30 DOWNSTREAM ELEVATION = 439.80 IM ELEVATION DIFFERENCE = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) ** 8.658 m 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.177 SUBAREA RUNOFF (CFS) = .72 ^ TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .72 FLOW PROCESS FROM NODE 54.00 TO NODE 52.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« g| UPSTREAM ELEVATION » 439.70 DOWNSTREAM ELEVATION = 438.10 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6. m STREET HALFWIDTH(FEET) = 16.00 • DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 W OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ^ **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.06 Mi STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .26 «! HALFSTREET FLOODWIDTH(FEET) = 6.48 J AVERAGE FLOW VELOCITY(FEET/SEC.) - 1.96 PRODUCT OF DEPTH&VELOCITY = .50 STREETFLOW TRAVELTIME(MIN) = 1.36 TC(MIN) = 10.02 jj 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.712 SOIL CLASSIFICATION IS "D" 4Q MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 J SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .66 • SUMMED AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.38 END OF SUBAREA STREETFLOW HYDRAULICS: WJ DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 7.39 jA FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY = .57 FLOW PROCESS FROM NODE 54.00 TO NODE 52.00 IS CODE = »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 2m CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE **• TIME OF CONCENTRATION (MIN.) = 10.02 RAINFALL INTENSITY ( INCH/HR) = 4.71 ^ TOTAL STREAM AREA(ACRES) = .40 y PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38 ** CONFLUENCE DATA ** • STREAM RUNOFF Tc INTENSITY AREA ** NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.70 9.88 4.755 .50 p« 2 1.38 10.02 4.712 .40 to RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS.r to ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY in NUMBER (CFS) (MIN. ) (INCH/HOUR) ; 1 3.07 9.88 4.755 "* 2 3.07 10.02 4.712 m COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: M PEAK FLOW RATE (CFS) = 3.07 Tc(MIN.) = 9.88 TOTAL AREA(ACRES) = .90 FLOW PROCESS FROM NODE 52.00 TO NODE 63.00 IS CODE = 3 . >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.0 UPSTREAM NODE ELEVATION = 434.10 DOWNSTREAM NODE ELEVATION = 433.60 FLOWLENGTH(FEET) = 48.00 MANNING'S N - .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.07 TRAVEL TIME(MIN-) = .16 TC(MIN.) = 10.04 FLOW PROCESS FROM NODE 52.00 TO NODE 63.00 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.) = 10.04 • RAINFALL INTENSITY(INCH/HR) = 4.71 TOTAL STREAM AREA(ACRES) = .90 m PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.07 m ^d "* FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ^ >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SOIL CLASSIFICATION IS "D" m MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 290.00 fc* UPSTREAM ELEVATION = 445.00 DOWNSTREAM ELEVATION = 440.10 |P» ELEVATION DIFFERENCE = 4.90 L URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.295 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.630 SUBAREA RUNOFF(CFS) = 2.27 ^ TOTAL AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = 2.27 p* ' FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«X< UPSTREAM ELEVATION = 440.10 DOWNSTREAM ELEVATION = 438.90 STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) » 2.57 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26 PRODUCT OF DEPTH&VELOCITY = .74 STREETFLOW TRAVELTIME(MIN) = .96 TC(MIN) = 11.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.372 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA (ACRES) = .20 SUBAREA RUNOFF (CFS) = .61 SUMMED AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 2.88 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.02 FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY = .75 FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 438.90 DOWNSTREAM ELEVATION = 437.80 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6. IP* fci STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 8.00 INTERIOR STREET CROSSFALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.17 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH (FEET) = .35 HALFSTREET FLOODWI DTK (FEET) = 11.02 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2.38 PRODUCT OF DEPTH&VELOCITY = .83 STREETFLOW TRAVELTIME (WIN) = .77 TC(MIN) = 12.02 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.189 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .59 SUMMED AREA(ACRES) =_ 1.10 TOTAL RUNOFF(CFS) = 3.47 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWI DTK (FEET) = 11.02 FLOW VELOCITY (FEET/SEC.) = 2.60 DEPTH*VELOCITY = .90 FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.189 ™ SOIL CLASSIFICATION IS "D" dl MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .59 qg TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.05 J TC(MIN) = 12.02 FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 12.02 RAINFALL INTENSITY(INCH/HR} = 4.19 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.07 10.04 4.706 .90 2 4.05 12.02 4.189 1.30 to RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. KM ** PEAK FLOW RATE TABLE ** ™ STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) m 1 6.68 10.04 4.706 ^ 2 6.79 12.02 4.189 p* COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.79 Tc(MIN.) = 12.02 ^ TOTAL AREA(ACRES) = 2.20 FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« m m ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.8 UPSTREAM NODE ELEVATION = 433.60 DOWNSTREAM NODE ELEVATION = 424.30 FLOWLENGTH(FEET) =» 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS} = 6.79 TRAVEL TIME(MIN.) = .12 TC(MIN.) = 12.14 END OF STUDY SUMMARY: PEAK FLOW RATE{CFS) = 6.79 Tc(MIN.) = 12.14 TOTAL AREA(ACRES) = 2.20 END OF RATIONAL METHOD ANALYSIS Carrillo Ranch Village B Hydrology Study REFERENCE DATA NOTE: Some reference data that has typically been included in support of hydro logic calculations done by hand are incorporated into the Rational Method Hydrology Computer Program Package (by AES). These include: 4 Intensity-Duration Design Chart 4 Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds * Urban Areas Overland Time of Flow Curves * Runoff Coefficients (Rational Method) Since these references are incorporated into the AES software, they are not needed Jo support this study and are therefore not included in this support. Soils maps are also not included, as Hydrologic Soil Group "D" m m W.0.1SOS-7 09/21/99 ci ri ri icCY OF SAN DIEGO DEPARTMENT OF SANITATION FLOOD CONTROL ri i mM . trt ri 1 100-YEAR 6-HOUR ; PRECIPITATION OF 100-YEAR 6-MOURISOPLUVIALS PRECiPITATIOM .IN ENTHS OF AN liXS! 33' U.S. DEPARTMEN NATIONAL OCEANIC AND SPECIAL STUDIES DRANCH. OFFICE OF II 30'. 1ROLOGV, NATIONAL WEATHER SERVICE 118