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Home My WebLink AboutCDP 00-16; POINSETTIA LANE REACH E; HYDROLOGY STUDY; 1999-08-03- 9 OW lam -46 - - - - 44 Milb -" lot oZ WiP '':, t' • • . • i • - - - - r • 12, - 4- - 4, 4 42 41 HUNSAKER &ASSOCtATES S A N D I E G 0, I N C. PLANNING ENGINEERING SURVEYING HYDROLOGY S TUDY IRVINE LAS VEGAS RIVERSIDE SAN DIEGO for POINSETTIA LANE (REACH E) in the City of Carlsbad Prepared for: City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92008 W.O. 2322-2 August 3, 1999 Hunsaker & Associates San Diego, Inc. DAVE HAMMAR JACK HILL LEX WILLIMAN Raymond L. Martin, R.C.E. Project Manager kp. 6/30/00 / OF cP9../ 10179 Huennekens St. Suite 200 San Diego CA 92121 (619) 558-4500 PH (619) 558-1414 FX www.hunsaker.com Info@HunsakerSD.com PL:kd msword\k:\2322\1999'a03.doc wo 2322-2 08/03/99 Poinsettia Lane Reach E Hydrology Study TABLE OF CONTENTS SECTION References I Introduction Existing Conditions Proposed Development I Conclusions I Vicinity Map Criteria and Methodology II 100-year Hydrology Study Ill Preliminary Pipe Size and Hydraulics IV Curb Inlet Sizing V Rip Rap Energy Dissipator V Headwall Calculation V Reference Data VI Hydrology Map (pocket) PL:kd msword\\\pcserver\correspndnc'2322\1999\a03.doc wo 2322-2 05/24/99 I Poinsettia Lane Reach E Hydrology Study References 1) Standards for Design and Construction of Public Works Improvements in the City of Carlsbad, 1993 The County of San Diego Drainage Design & Procedure Manual Hydrology Study for Aviara Phase Ill CT 85-35 in the City of Carlsbad, Revised April 2, 1996 Hydrology Study for Poinsettia Hill in the City of Carlsbad, Revised June 12, 1997 Introduction This hydrology report was prepared in conjunction with the submittal of grading and improvement plans for Poinsettia Lane within the City of Carlsbad. This report includes: Hydrology calculations to determine the 100-year peak discharge from the proposed site north of Poinsettia Lane. Inlet calculations to determine the type and size of inlets needed to intercept 100% of the 100-year peak discharge developed within Poinsettia Lane. Pipe sizing for the proposed storm drainage system crossing Poinsettia Lane. Existing The proposed construction of Poinsettia Lane is located east of the Conditions Aviara Master Plan at Cassia extending to the Lohf Property within Local Facilities Management Plan Zone 21 in the City of Carlsbad. This construction will extend the existing portion of Poinsettia Lane for an approximate length of 1,900 feet. Cassia Road is located directly west of the proposed construction site. Existing Poinsettia Lane conveys 113 acres of drainage from the west. This drainage will then flow easterly over Poinsettia Lane to a storm drain system. Undeveloped property, north of the proposed site contributes a tributary area of approximately 65.1 acres. Peak flows from an approved Hydrology Study by Hunsaker & Associates, titled "Hydrology & Hydraulics Study for Poinsettia Hill," Revised June 12, 1997, are used in this report for drainage along Cassia Road. A portion of this report has been copied and inserted at the end of Section Ill for reference. Portions of the approved Hydrology Study by P&D Consultants, revised April 2, 1996 Aviara Phase Ill, CT 85-35 have also been used. The existing inlet 200 feet south of the Poinsettia right-of-way was designed to receive Q100 = 101.2 cfs. Our calculations indicate 40.1 cfs at this inlet. Therefore the existing system has adequate capacity. PL;kd msword\k:\2322\1999\.a03.doc wo 2322-2 05/24/99 Poinsettia Lane Reach E Hydrology Study Proposed This project proposes construction of Poinsettia Lane, a 102-foot Development major arterial from the existing terminus within Aviara Phase Ill to the Lohf Property. Runoff from north of the road will be intercepted by two drain systems crossing Poinsettia. The tributary drainage area to these culverts is bounded on the north and west by Cassia Road and has residential zoning. East of the site is the Lohf Properties the flows are detailed in "Hydrology Study for Lohf Property," by Hunsaker & Associates dated April 5, 1999. Conclusion A 42-inch culvert is recommended to convey drainage for Line "A" and a 30-inch culvert is recommended for Line "B". Curb inlets have been sized and are being constructed to collect drainage from the road. PL:kd msword\k:\2322\1999\a03.doc wo 2322-2 05/24/99 Poinsettia Lane Reach E Hydrology Study a 0 SITE — - - — DyE ui. CITY OF R SAN MARCOS ALCA FA 4W q C' 005 ON 0 LA Co • / CITY OF ENCINITAS FIGURE 1 VICINITY MAP POINSETTIA LANE PLkd msword\\\pcserver\correspndnc\2322\999\a03.doc wo 2322-2 05/24/99 II Poinsettia Lane Reach E Hydrology Study Drainage Criteria and Methodology Design Storm 100-year storm Land Use Single-family, per General Plan Map Soil Type A hydrologic soil group "D" was consistently used for this entire study. Runoff Coefficient "C" values were based on the County of San Diego Drainage Design & Policy Manual. The site is single-family residential, therefore a "C" value of 0.55 was used for these areas. Where subareas are composed almost entirely of street, a "C" value of 0.95 was used. Rainfall Intensity The rainfall intensity values were based on the criteria presented in the County of San Diego Drainage Design & Policy Manual. PL:kd msword\\\pcserveicorrespndnc\2322\1999\aO3doc wo 2322-2 05/24/99 I Poinsettia Lane Reach E I Hydrology Study HYDROLOGY I METHOD OF ANALYSIS I The computer generated analysis for this watershed is consistent with current engineering standards and requirements of the City of Carlsbad. This report also i contains calculations for the proposed storm drain within the project limits. RATIONAL METHOD 1 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 I 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 I relationship is expressed by the equation: Q = CIA. Where: Q = The peak runoff rate in cubic feet per second at the point of analysis. I . C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentrations. 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 I which discharge into different designated drainage basins. These "sub-basins" depend upon locations of inlets and ridge lines. SUBAREA SUMMATION MODEL I 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 l study watershed analogous to the subarea model. The procedure for the Subarea Summation Model is as follows: I (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 I nodal point numbers to each subarea in order to correlate calculations to the watershed map. I (2) Estimate a Tc by using a nomograph or overlaid flow velocity estimation. PL:kd msword\\\pcserver\conespndnc\2322\1 999\.a03doc wo 2322-2 05/24/99 I Poinsettia Lane Reach E Hydrology Study I (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 I Manning's equation as applied to the particular channel or conduit linking the two nodes. I 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: I Enter Upstream node number.................................. Enter Downstream node number............................... I SUBAREA HYDROLOGIC PROCESS Confluence analysis at node. Initial subarea analysis. I 3. Pipeflow travel time (computer estimated). Pipeflow travel time (user specified). Trapezoidal channel travel time. 1 6. Street flow analysis through subarea. User - specified information at node. Addition of sub area runoff to main line. I 9. V-gutter flow through area. I Select subarea hydrologic process.................... The engineer enters in the pertinent nodes, and then the hydrologic process. I Where two or more links join together, the node is analyzed by the confluence method described as follows: I 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 I times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. I (1). If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; T = Ta = Tb (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 PL:kd msword\\\pcserver\correspndnc'2322\1999\a03.doc wo 2322-2 05/24/99 Poinsettia Lane Reach E I Hydrology Study smaller Q value is adjusted by the ratio of rainfall intensities. I Qp = Qa + Qb (la/lb); T = Ta I (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. I Qp =Qb Qa (Tb/Ta); 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 I 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. I I I I I I REFERENCE Hydrology Manual, County of San Diego, January 1985. Hromadka, Theodore: COMPUTER METHODS IN URBAN HYDROLOGY: Lighthouse Publications, 1983. I PL:kd msword\\\pcserver\corTespndnc\2322\1 999'a03doc wo 2322-2 05/24199 I I III I I I I I I I I I I I I I 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) Ver. 1.5A Release Date: 7/10/93 License ID 1239 p Analysis prepared by: HUNSAKER & ASSOCIATES I Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine , California 92718 * (714) 538-1010 I DESCRIPTION OF STUDY ********************kk * Poinsettia Lane Reach E * Line A * — *bypJL * ************************************************************************** FILE NAME: H:\AES92\2322\2\REACHEA.RAT I TIME/DATE OF STUDY: 8:36 5/26/1999 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 *USER SPECIFIED TIME OF 10.0 MIN TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A) . * NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED I FLOW PROCESS FROM NODE 30.00 TO NODE 28.00 IS CODE = 21 - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I SOIL CLASSIFICATION IS !!DIV SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 520.00 I UPSTREAM ELEVATION = 324.00 DOWNSTREAM ELEVATION = 250.00 ELEVATION DIFFERENCE = 74.00 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH I DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.938 SUBAREA RUNOFF(CFS) = 19.83 I I I TOTAL AREA(ACRES) = 7.30 TOTAL RUNOFF(CFS) = 19.83 I FLOW PROCESS FROM NODE 28.00 TO NODE 22.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< I UPSTREAM NODE ELEVATION = 250.00 DOWNSTREAM NODE ELEVATION = 199.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1180.00 I CHANNEL SLOPE = .0432 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = .040 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 19.83 I FLOW VELOCITY(FEET/SEC) = 3.27 FLOW DEPTH(FEET) = .29 TRAVEL TIME(MIN.) = 6.02 TC(MIN.) = 15.34 I FLOW PROCESS FROM NODE 31.00 TO NODE 22.00 IS CODE = 8 ---------------------------------------------------------------------------- I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.580 SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 30.90 SUBAREA RUNOFF(CFS) = 60.84 TOTAL AREA(ACRES) = 38.20 TOTAL RUNOFF(CFS) = 80.67 I TC(MIN) = 15.34 **************************************************************************** I FLOW PROCESS FROM NODE 22.00 TO NODE 21.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.1 I UPSTREAM NODE ELEVATION = 199.00 DOWNSTREAM NODE ELEVATION = 198.00 - FLOWLENGTH(FEET) = 77.70 MANNING'S N = .013 I ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES ,= 1 PIPEFLOW THRU SUBAREA(CFS) = 80.67 TRAVEL TIME(MIN.) = .11 TC(MIN.) = 15.45 I FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 254.50 I DOWNSTREAM ELEVATION = 248.00 ELEVATION DIFFERENCE = 6.50 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. I TIME OF CONCENTRATION ASSUMED AS 5-MINUTES ..100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = 1.40 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 25.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I UPSTREAM ELEVATION = 248.00 DOWNSTREAM ELEVATION = 231.80 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 41.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) = .002 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.48 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.60 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY = 1.07 STREETFLOW TRAVELTIME(MIN) = 2.99 TC(MIN) = 7.99 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.454 SOIL CLASSIFICATION IS "D" - INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 I SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 4.15 SUMMED AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 5.55 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.51 I FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY = 1.37 I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 -------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MIN.) = 7.99 RAINFALL INTENSITY(INCH/HR) = 5.45 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.55 I I FLOW PROCESS FROM NODE 8.00 TO NODE 8.50 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I SOIL CLASSIFICATION IS T'D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = 9500 INITIAL SUBAREA FLOW-LENGTH = 100.00 I UPSTREAM ELEVATION = 241.90 DOWNSTREAM ELEVATION = 240.50 ELEVATION DIFFERENCE = 1.40 TIME OF CONCENTRATION ASSUMED AS 5-MINUTES I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = .70 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .70 I FLOW PROCESS FROM NODE 8.50 TO NODE 25.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 240.50 DOWNSTREAM ELEVATION = 231.50 I STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 41.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) = .002 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.64 I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALESTREET FLOODWIDTH(FEET) = 10.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14 I PRODUCT OF DEPTH&VELOCITY = .72 STREETFLOW TRAVELTIME(MIN) = 7.00 TC(MIN) = 12.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.195 I SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 3.59 I . SUMMED AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 4.29 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.46 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY = .96 I. I I FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.00 I RAINFALL INTENSITY(INCH/HR) = 4.20 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.29 I ** CONFLUENCE DATA ** STREAM RUNOFF To INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I l 5.55 7.99 5.454 1.00 2 4.29 12.00 4.195 1.00 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF To INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.84 7.99 5.454 I 2 8.55 12.00 4.195 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.84 Tc(MIN.) = 7.99 TOTAL AREA(ACRES) = 2.00 **************************************************************************** I FLOW PROCESS FROM NODE 25.00 TO NODE 24.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.9 I UPSTREAM NODE ELEVATION = 224.00 DOWNSTREAM NODE ELEVATION = 223.00 - FLOWLENGTH(FEET) = 82.50 MANNING'S N = .013 I ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 8.84 TRAVEL TIME(MIN.) = .20 TC(MIN.) = 8.18 *************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.18 I RAINFALL INTENSITY(INCH/HR) = 5.37 TOTAL STREAM AREA(ACRES) = 2.00 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.84 I FLOW PROCESS FROM NODE 26.50 TO NODE 26.00 IS CODE = 21 -------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 I INITIAL SUBAREA FLOW-LENGTH = 175.00 UPSTREAM ELEVATION = 254.50 DOWNSTREAM ELEVATION = 248.00 ELEVATION DIFFERENCE = 6.50 I *CAUTION. SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 5-MINUTES I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = 1.40 I **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 24.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU UPSTREAM ELEVATION = 248.00 DOWNSTREAM ELEVATION = 231.80 I STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 41.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) = .002 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.48 STREETFLOW MODEL RESULTS: I STREET FLOWDEPTH(FEET) = .32 HALFSTREET FL000WIDTH(FEET) = 9.60 - AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 I PRODUCT OF DEPTH&VELOCITY = 1.07 STREETFLOW TRAVELTIME(MIN) = 2.99 TC(MIN) = 7.99 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.454 I SOIL CLASSIFICATION IS "D' INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 4.15 I SUMMED AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 5.55 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FL000WIDTH(FEET) = 11.51 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY = 1.37 I I FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 Is CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.99 RAINFALL INTENSITY(INCH/HR) = 5.45 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.55 FLOW PROCESS FROM NODE 9.00 TO NODE 9.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 241.90 DOWNSTREAM ELEVATION = 240.50 ELEVATION DIFFERENCE = 1.40 TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = .70 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .70 **************************************************************************** FLOW PROCESS FROM NODE 9.50 TO NODE 24.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 240.50 DOWNSTREAM ELEVATION = 231.80 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) = .002 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.54 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY = .70 STREETFLOW TRAVELTIME(MIN) = 7.27 TC(MIN) = 12.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.135 SOIL CLASSIFICATION IS IVDII INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 3.54 I I I I I SUMMED AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 4.24 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.46 FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY = .95 I * * * * * * * * * * * * ** * * * * * ** * ** * * * * * * * ** ** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.27 I RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.24 I ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.84 8.18 5.368 2.00 I 2 5.55 7.99 5.454 2.00 3 4.24 12.27 4.135 1.00 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.46 7.99 5.454 2 17.57 8.18 5.368 3 I 15.26 12.27 4.135 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 17.57 Tc(MIN.) = 8.18 TOTAL AREA(ACRES) = 4.00 FLOW PROCESS FROM NODE 24.00 TO NODE 21.00 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 8.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.9 UPSTREAM NODE ELEVATION = 222.77 DOWNSTREAM NODE ELEVATION = 200.00 FLOWLENGTH(FEET) = 160.44 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 17.57 TRAVEL TIME(MIN.) = .13 TC(MIN.) = 8.31 I I FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 Is CODE =11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** I STREAM RUNOFF Tc NUMBER (CFS) (MIN.) INTENSITY (INCH/HOUR) AREA (ACRE) 1 17.57 8.31 5.315 4.00 ** MEMORY BANK % 1 CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 80.67 15.45 3.564 38.20 I l ** ** PEAK FLOW RATE TABLE STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I 1 71.66 8.31 5.315 2 92.45 15.45 3.564 I .COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 92.45 Tc(MIN.) = 15.45 TOTAL AREA(ACRES) = 42.20 FLOW PROCESS FROM NODE 21.00 TO NODE 20.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< I DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.9 UPSTREAM NODE ELEVATION = 197.50 DOWNSTREAM NODE ELEVATION = 186.50 I .FLOWLENGTH(FEET) = 169.41 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 92.45 I TRAVEL TIME(MIN.) = .12 TC(MIN.) = 15.57 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 92.45 Tc(MIN.) = 15.57 I TOTAL AREA(ACRES) = 42.20 END OF RATIONAL METHOD ANALYSIS I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT I 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-93 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 7/10/93 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES U Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine , California 92718 * (714) 538-1010 I DESCRIPTION OF STUDY ************************** * Poinsettia Lane Reach E * * Line B * I *byPJL * ************************************************************************* FILE NAME: H:\AES92\2322\2\REACHEB.RAT TIME/DATE OF STUDY: 16:28 5/26/1999 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 = .01 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 540.00 UPSTREAM ELEVATION = 313.00 DOWNSTREAM ELEVATION = 249.00 ELEVATION DIFFERENCE = 64.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.091 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.690 SUBAREA RUNOFF(CFS) = 10.32 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 10.32 FLOW PROCESS FROM NODE 5.00 TO NODE 3.00 Is CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 2.4 UPSTREAM NODE ELEVATION = 249.00 DOWNSTREAM NODE ELEVATION = 225.50 FLOWLENGTH(FEET) = 400.00 MANNING'S N = .015 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 10.32 TRAVEL TIME(MIN.) = 2.81 TC(MIN.) = 12.90 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.90 RAINFALL INTENSITY(INCH/HR) = 4.00 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.32 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.34 RAIN INTENSITY(INCH/HOUR) = 5.30 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 4.25 I FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = 8.34 RAINFALL INTENSITY(INCH/HR) = 5.30 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.25 I I FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 7 --------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I I I I I I I I I I I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 20.00 RAIN INTENSITY(INCH/HOUR) = 3.02 TOTAL AREA(ACRES) = 19.50 TOTAL RUNOFF(CFS) = 24.92 I FLOW PROCESS FROM NODE 7.00 TO NODE 3.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.0 UPSTREAM NODE ELEVATION = 230.50 ' DOWNSTREAM NODE ELEVATION = 228.40 FLOWLENGTH(FEET) = 47.31 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 24.92 TRAVEL TIME(MIN.) = .27 TC(MIN.) = 20.27 I FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: I TIME OF CONCENTRATION(MIN.) = 20.27 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 19.50 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.32 12.90 4.004 4.00 2 4.25 8.34 5.304 3.00 I 3 24.92 20.27 2.991 19.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO - CONFLUENCE FORMULA USED FOR 3 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 26.09 8.34 5.304 2 32.14 12.90 4.004 3 35.03 20.27 2.991 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.03 Tc(MIN.) = 20.27 TOTAL AREA(ACRES) = 26.50 FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 Is CODE = 3 - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 1 DEPTH OF FLOW IN 69.0 INCH PIPE IS 54.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 1.6 I UPSTREAM NODE ELEVATION = 225.50 DOWNSTREAM NODE ELEVATION = 224.50 FLOWLENGTH(FEET) = 138.75 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = 35.03 TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 21.71 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT I INITIAL SUBAREA FLOW-LENGTH = 115.00 UPSTREAM ELEVATION = 247.60 DOWNSTREAM ELEVATION = 245.00 I ELEVATION DIFFERENCE = 2.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.206 TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 I . SUBAREA RUNOFF(CFS) = .70 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .70 **************************************************************************** FLOW PROCESS FROM NODE 9.40 TO NODE 9.00 IS CODE = 6 I >>>>>COMPUTE ---------------------------------------------------------------------------- STREETFLOW TRAVELTIME THRU UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 241.40 I STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) = .002 I OUTSIDE STREET CROSSFALL(DECIMAL) = .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.82 I STREETFLOW MODEL RESULTS: I STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.10 PRODUCT OF DEPTH&VELOCITY = .63 I STREETFLOW TRAVELTIME(MIN) = 2.38 TC(MIN) = 7.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.741 I SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = .40' SUBAREA RUNOFF(CFS) = 2.18 SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 2.88 I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.55 FLOW VELOCITY(FEET/SEC.) = 2.34 DEPTH*VELOCITY = .79 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 8.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 1.9 UPSTREAM NODE ELEVATION = 237.90 I DOWNSTREAM NODE ELEVATION = 233.00 FLOWLENGTH(FEET) = 82.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 2.88 TRAVEL TIME(MIN.) = .72 TC(MIN.) = 8.10 I FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MIN.) = 8.10 RAINFALL INTENSITY(INCH/HR) = 5.40 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.88 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I FLOW PROCESS FROM NODE 11.00 TO NODE 8.40 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 277.00 I DOWNSTREAM ELEVATION = 274.90 ELEVATION DIFFERENCE = 2.10 I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.108 I TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = .70 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .70 I I FLOW PROCESS FROM NODE 8.40 TO NODE 8.00 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I UPSTREAM ELEVATION = 274.90 DOWNSTREAM ELEVATION = 241.40 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 41.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) = .002 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.15 I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALF'STREET FLOODWIDTH(FEET) = 8.65 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY = 1.09 STREETFLOW TRAVELTIME(MIN) = 4.12 TC(MIN) = 9.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.005 SOIL CLASSIFICATION IS "Di' INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 4.76 SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 5.46 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.55 FLOW VELOCITY(FEET/SEC.) = 4.43 DEPTH*VELOCITY = 1.49 I FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.12 RAINFALL INTENSITY(INCH/HR) = 5.01 TOTAL STREAM AREA(ACRES) = 1.10 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.88 8.10 5.405 .50 2 5.46 9.12 5.005 1.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF To INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.93 8.10 5.405 2 8.13 9.12 5.005 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 8.13 Tc(MIN.) = TOTAL AREA(ACRES) = 1.60 I FLOW PROCESS FROM NODE 8.00 TO NODE 2.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION = 232.60 DOWNSTREAM NODE ELEVATION = 225.00 FLOWLENGTH(FEET) = 13.20 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 I NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 8.13 TRAVEL TIME(MIN.) = .04 TC(MIN.) = I 9.16 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 11 --------------------------------------------------------------------------- I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF To INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1 8.13 9.16 4.992 1.60 - ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF To INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) I (ACRE) 1 35.03 21.71 2.862 26.50 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF To INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 28.20 9.16 4.992 I l 2 39.68 21.71 2.862 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 39.68 Tc(MIN.) = 21.71 TOTAL AREA(ACRES) = 28.10 I I I I FIUNSAKER & ASSO CIA TES SAN DIEGO, INC 10179 Huennekens Street San Diego, California 92121 Ph.619/558-4500 Fax 619/558-1414 JOB /7z'/ 7 SHEET NO. ______________________________ OF_________________________ CALCULATED BY - DATE I CHECKED BY DATE SCALE / —i4P fo /7_f-rC-'sE 7 - 7C'L fJ7°/A 5777f7 ) - - r - 1.4 0 - * - / 5 I I M.-1 c / - - 2 — --- 2- ,— L /1 . Y -71 ) 2C.- Sre, P2de1 C_Gfoln Mass M471Crr i:.';u l-33-225.636 I I BROWDITCH AT SOUTHWEST CORNER OF SITE Worksheet for Circular Channel Project Description Project File h:\flowdata\1 751 \7\p_hill.1m2 Worksheet Browditch Calculations Flow Element Circular Channel Method Manning's Formula Solve For - Channel Depth I I I Input Data Mannings Coefficient 0.015 Channel Slope 0.072000 ft/ft I Diameter 24.00 in Discharge I Results Depth 0.38 ft Flow Area 0.42 ft2 Wetted Perimeter I 1.82 ft Top Width 1.58 ft Critical Depth 0.72 ft Percent Full I 19.22 Critical Slope 0.005991 ft/ft Velocity 10.06 ft/s I Velocity Head 1.57 ft Specific Energy 1.96 ft Froude Number 3.42 I Maximum Discharge 56.59 cfs Full Flow Capacity 52.61 cfs Full Flow Slope 0.000470 ft/ft I Flow is supercritical. I 06/11/97 FlowMaster v5.13 04:05:45 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 OVERFLOW DITCH FROM DESILTING BASIN Worksheet for Circular Channel I I I Project Description Project File h:\flowdata\175 1 \7\p_hill.fm2 Worksheet Browditch Calculations Flow Element Circular Channel Method Manning's Formula Solve For - Channel Depth I Input Data Mannings Coefficient 0.015 Channel Slope 0.500000 ft/ft I Diameter Discharge 72.00 in ' (66 cfs Results Depth 0.38 ft Flow Area 0.75 ft2 - Wetted Perimeter 3.05 ft Top Width 2.92 ft Critical Depth 1.19 ft Percent Full 6.34 Critical Slope 0.004237 ft/ft Velocity 27.50 ft/s Velocity Head 11.75 ft Specific Energy - 12.13 ft Froude Number 9.56 Maximum Discharge 2,791.70 cfs Full Flow Capacity 2,595.23 cfs Full Flow Slope 0.000032 ft/ft Flow is supercritical. I 06/11/97 FlowMaster v5.13 03:18:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of I I I 1 Iv [1 I I I I PJL 0 05/26/99 1052:59 493.50 0.00 42 03 0.05 0.00 0.00 20 22 24 0 0 90 0 4.00 0.013 0.00 42 01 0.00 0.50 0.00 0 0 0 0 0 0 0 4.00 0.013 0.00 18 03 0.20 0.20 0.00 21 25 0 0 90 0 0 4.00 0.013 0.00 18 01 0.00 0.20 0.00 0 0 0 0 0 0 0 0.00 0.013 U iPoinsettia Lane Reach E Line A 81 2 21 92.5 92.5 170.41 186.50 197.50 2 22 80.7 80.7 77.70 198.00 199.00 I2 24 17.6 17.6 160.44 200.00 222.77 2 25 8.9 8.9 82.50 223.00 224.00 I I I I I I I I I, I I I I] I I I LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT PC/RD4412.1 I . (INPUT) DATE 05/26/99 PAGE 1 PROJECT Poinsettia Lane Reach E Line A DESIGNER PJL CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D N S KJ KE KM LC Li L3 L4 Al A3 A4 J N I 8 1 493.50 I 2 21 92.5 92.5 170.41 186.50 197.50 0.00 42. 0. 3 0.05 0.00 0.00 20 22 24 0 0. 90. 0. 4.00 0.013 2 22 80.7 80.7 77.70 198.00 199.00 0.00 42. 0. 1 0.00 0.50 0.00 0 0 0 0 0. 0. 0. 4.00 0.013 IHk95 2 24 17.6 17.6 160.44 200.00 222.77 0.00 18. 0. 3 0.20 0.20 0.00 21 25 0 0 90. 0. 0. 4.00 0.013 -z.i 0/ 2 25 8.9 8.9 82.50 223.00 224.00 0.00 18. 0. 1 0.00 0.20 0.00 0 0 0 0 0. 0. 0. 0.00 0.013 I I I I U I I I I I.. I I I I LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 I DATE: 01/26/99 PAGE PROJECT Poinsettia Lane Reach E Line A DESIGNER: •PJL LIME Q D H DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TM TM NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 1 HYDRAULIC GRADE LINE CONTROL = 493.50 21 92.5 42 0 1.45 2.98 PART 0.00845 22.5 10.6 186.50 197.50 188.05 200.48 1.55 2.98 0.00 0.00 22 80.7 42 0 2.17 2.81 SEAL 0.00643 8.4 9.8 198.00 199.00 201.51 201.81 3.51 I 2.81 204.02 0.00 HYD JUMP X = 1.08 x(N) 0.00 x(J) 20.96 F(J) = 36.51 D(BJ) = 2.36 D(AJ) = 3.30 I 21 HYDRAULIC GRADE LINE CONTROL 194.26 24 17.6 18 0 0.70 1.45 PANT 0.02807 21-.8 10.1 200.00 222.77 200.70 224.22 0.70 1.45 0.00 0.00 X 0.00 X(N) = 33.19 25 8.9 18 0 0.99 1.15 FULL 0.00718 5.0 5.0 223.00 224.00 227.35 227.94 4.35 3.94 228.42 0.00 I I I I I I I I I I V 1, D 1 AND HG 1 REFER TO DOWNSTREAM END v2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE MATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE X(J) F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP NJ @ UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE NJ @ DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 5/26/1999 1053 I Cross Section Cross Section for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Channel Depth Section Data Mannings Coeffic 0.013 Slope 141900 ft/ft Depth 0.70 ft Diameter 18 in Discharge 17.60 cfs 18 in 0.70 ft VA N H:1 N TS I I I I I I I Project Engineer: H&A Employee h:\flowdata\2322\2\reachea.fm2 Hunsaker & Associates FlowMaster v6.0 [614b] 05/26/99 10:42:24 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Channel Depth Section Data Marinings Coeffic 0.013 Slope 012900 ft/ft Depth 2.17 ft Diameter 42 in Discharge 80.70 cfs V:1 H:1 N TS I Project Engineer: H&A Employee h:\flowdata\2322\2\reachea.fm2 Hunsaker & Associates FlowMaster v6.0 [614b] 05/26/99 10:43:24 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Worksheet Flow Element Method Solve For Section Data Circular Channel Circular Channel Mannings Formu Channel Depth Mannings Coeffic 0.013 Slope 064600 ft/ft Depth 1.46 ft Diameter 42 in Discharge 92.50 cfs 42 in 1 .46 ft VA N H:1 NTS Project Engineer: H&A Employee h:\flowdata'2322\2\reachea.fm2 Hunsaker & Associates FlowMaster v6.0 [614b] 05/26/99 10:56:11 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Lane Reach E Line B PJL 0 05/26/99 100258 8 I lPoinsettià 1 213.19 2 2 40.3 40.3 57.28 214.00 224.17 0.00 36 03 0.20 0.00 0.00 1 3 6 0 35 90 0 4.00 0.013 3 35.0 35.0 138.75 224.50 225.50 0.00 30 01 0.50 0.00 0.20 0 0 0 0 0 0 0 4.00 0.013 12 2 6 8.1 8.1 20.70 225.31 230.67 0.00 18 03 0.20 0.20 0.00 2 7 0 0 90 0 0 4.00 0.013 2 7 2.9 2.9 82.50 231.00 235.90 0.00 18 01 0.00 0.20 0.00 0 0 0 0 0 0 0 4.00 0.013 14 I LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT PC/RD4412.1 I (INPUT) DATE 05/26/99 PAGE 1 I I PROJECT Poinsettia Lane Reach E Line B DESIGNER PJL CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D H S KJ KE KM LC Li L3 L4 Al A3 A4 J N 8 1 213.19 fl -1 I 2 2 40.3 40.3 57.28 214.00 224.17 0.00 36. 0. 3 0.20 0.00 0.00 1 3 6 0 35. 90. 0. 4.00 0.013 07 2 3 35.0 35.0 138.75 224.50 225.50 0.00 30. 0. 1 0.50 0.00 0.20 0 0 0 0 0. 0. 0. 4.00 0.013 I 2 6 8.1 8.1 20.70 225.31 230.67 0.00 is. 0. 3 0.20 0.20 0.00 2 7 0 0 90. 0. 0. 4.00 0.013 2 7 2.9 2.9 82.50 231.00 235.90 0.00 18. 0. 1 0.00 0.20 0.00 0 0 0 0 0. 0. 0. 4.00 0.013 I I LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT PC/RD4412.2 U DATE 05/26/99 PAGE 1 IROJECT Poinsettia Lane Reach E Line B ESIGNER PJL LINE Q D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TM TM NO (CFS) (IN) (IN) (FT) )FT) TYPE (FT/PT) )FPS) (FPS) (FT) (FT) CALC CALC )FT) )FT) CALC CK REMARKS 1 HYDRAULIC GRADE LINE CONTROL = 213.19 2 40.3 36 0 0.77 2.06 PART 0.00365 23.8 7.8 214.00 224.17 214.87 226.23 0.87 2.06 0.00 0.00 3 35.0 30 0 2.50 2.01 PART 0.00728 7.2 8.1 224.50 225.50 226.89 227.56 2.39 2.06 228.58 0.00 1 2 HYDRAULIC GRADE LINE CONTROL 214.03 6 8.1 18 0 0.39 1.10 PART 0.00595 16.8 5.8 225.31 230.67 225.79 231.77 0.48 1.10 0.00 0.00 7 2.9 18 0 0.34 0.64 SEAL 0.00076 1.6 4.0 231.00 235.90 232.70 236.54 1.70 0.64 236.84 0.00 HYD JUMP I = 3.44 X(N) 52.96 X(J) = 9.31 FIJI = 0.91 D)BJ) = 0.34 D(AJ) = 1.13 I I I I I I I I I I V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(H) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ © UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE NJ © DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 5/26/1999 10 3 36 in J 0.77 ft Cross Section Cross Section for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Channel Depth Section Data Mannings Coeffic 0.013 Slope 177500 ft/ft Depth 0.77 ft Diameter 36 in Discharge 40.30 cfs V:1 N 1-1:1 NTS Project Engineer: H&A Employee h:\flowdata\2322\2\reacheafm2 Hunsaker & Associates FlowMaster v6.0 [614b] 05/26/99 11:00:08 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CI 06708 USA (203) 755-1666 Page 1 of 1 U U I U I I I I I I I I I I I I I I I Cross Section Cross Section for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Mannings Forn,u Solve For Channel Depth Section Data Mannings Coeffic 0.013 Slope 007200 ft/ft Depth 2.06 ft Diameter 30 in Discharge 35.00 cfs Project Engineer: H&A Employee h:\flowdata\2322'2\reachea.fm2 Hunsaker & Associates FlowMaster v6.0 [614b] 05/26/99 11:01:02 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 S 30 in 2.06 ft V:1 N HA NTS Cross Section Cross Section for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Forn,u Solve For Channel Depth Section Data Mannings Coeffic 0.013 Slope 258900 ft/ft Depth 0.39 ft Diameter 18 in Discharge 8.10 cfs 18 in -T 0.39 ft V:1 H:1 N TS I I I I I I I I I I I I I I I I Project Engineer: H&A Employee h:\flowdata\2322\2\reachea.fm2 Hunsaker & Associates FlowMaster v6.0 [614bJ 05/26/99 11:01:43 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Fom,u Solve For Channel Depth Section Data Mannings Coeffic 0.013 Slope 059400 ft/ft Depth 0.34 ft Diameter 18 in Discharge 2.90 cfs 18 in 0.34 ft V:1 N H:1 NTS Project Engineer: H&A Employee h:\flowdata\2322\2\reachea.fm2 Hunsaker & Associates FlowMaster v6.0 [614b] 05/26/99 11:02:16 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 IlPoinsettia Lane Reach E Line C 86 2 7 24.9 24.9 47.31 228.40 230.50 I' PJL 0 05/26/99 110712 229.43 0.00 24 01 0.00 0.20 0.00 6 0 0 0 0 0 0 0.00 0.013 I I I I I I I I I I LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT PC/RD4412.1 I . (INPUT) DATE 05/26/99 PAGE 1 PROJECT Poinsettia Lane Reach E Line C FESIGNER: PJL I CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Li L3 L4 Al A3 A4 J N 8 6 229.43 2 7 24.9 24.9 47.31 228.40 230.50 0.00 24. 0. 1 0.00 0.20 0.00 6 0 0 0 0. 0. 0. 0.00 0.013 I LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 05/26/99 I PAGE 1 Poinsettia Lane Reach E Line C I ROJECT: ESIGNER: PJL LINE Q D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TM TM NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) )FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS I 6 HYDRAULIC GRADE LINE CONTROL = 229.43 7 24.9 24 0 1.02 1.76 PART 0.01211 13.3 8.5 228.40 230.50 229.55 232.26 1.15 1.76 233.61 0.00 I I I I I I I V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ @ UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ B DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 5/26/1999 11: 7 I I I Worksheet Circular Channel Flow Element Circular Channel Method Manning's Forniu Solve For Channel Depth Section Data Mannings Coeffic 0.013 Slope 044400 ft/ft Depth 1.03 ft Diameter 24 in - Discharge 24.90 cfs 24 in ft V:1 H:1 NTS I I I I I I I I Cross Section Cross Section for Circular Channel Project Description Project Engineer: H&A Employee h:\flowdata\2322'2\reachea.fm2 Hunsaker & Associates FlowMaster v6.0 [614b] 05/26/99 11:06:20 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 I Max ditch capacity, 6" freeboard, n=.015 Merged Graphs for Circular Channel I Project Description Project File c:\haestad\fmw\ditches2.fm2 Solve For Discharge Discharge vs Channel Slope _____ Wide I I I I I I• I ..' I -----3'Wide - - - 3.5' Wide 4' Wide I I I I I I I I I Modified I I I I I I I I I I I I I I I I I II I I I I I I I I I I I I I I I I I * I I I I I I I 200.0----------------2' I I I I I I I I I I I I I I I I I II I I I I I I I I I I I I I I I I I I I I I I I I 140.0 180.0---------------4 160.0--- -- ---I 100.0 80.0 . --------------------------.1 ---------------------- II I I I I I I I I I I I I I I I 60.0 I- I I I I I I I 40.0 I I..- I I I I I -I I I I I I I I 200-- I I I I I I .__-_ 4 - - ------------------------------------------ -- ---------I I I I I 0.0 Channel Slope (%) 01/10/97 FiowMaster v5.13 02:06:15 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I I I I I I I I I I I I I I I I I I I F— I.5—' .0175 n 015 0.13 RESIDENTIAL STREET ONE SIDE ONLY I I •II liii 2 3 4 5 6 7 8 9 10 20 30 40 50 DISCHARGE (C. F S.) EXAMPLE: Given: Q = 10 S 2.5 % Chart gives: Depth 0.4, Velocity z 4•4 f.p.s. SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL i if __p 20 - I8- 16- 4- 12- 0- 9- 8 7- 6— Li 0.. 4 - 0 -j U) I— - U LU I— U) LL o 2- 6- 14- 1.2- 1.0 0.9- 0.8- 0.7- 0.6 - 0.5- 0.4 - GUTTE AND ROADWAY DISCHARGE—VELOCITY CHART 1 /, U U I [1 I I I U I V LI I I I I I I I I I I I I. I I I I I I I I . I I I 1 I REVJ II: I CHART 1-103.6 A CAPACITY OF CURB OPENING INLETS ASSUMED 2% CROWN, 0 = 07L (A+Y)3"2 *A = 0.33 V = HEIGHT OF WATER AT CURB FACE (O.LV MAXIMUM) REFER TO CHART 1-104.12 L = LENGTH OF CLEAR OPENING OF INLET *Use A=O when the inlet is adjacent to traffic; i.e., for a Type "J" median inlet or where the parking lane is removed. CITY OF SAN DIEGO DESIGN GUIDE CAPACITY OF CURB OPENING INLETS 13 SHT. NO. I- I I I I I I I I I I I I I I I I CHART I-I03.6C 1.0 —,_12 - r 1-4 a- • -10 00-6 -3 -. - - -9 U 7. Z _-3 -2 8 .8- -I U '- 000000r z — .56 z — 0 - •_i::..'•ii - w_IO - 0_ 0 z z C -9 CL i.i.4- -5 CL w 0. .Z UJ A o 4:4 U.. o - 0 U.. o I- = - - = I- 0 o-2 U, - .6 0 -I, &- uj • I,-, • _4 z C L.03 -z .2 dopriusion ELEVATION SECTION REV. CITY OF SAN DIEGO - DESIGN GUIDE -- SHT. NO. NOMOGRAM-CAPACITY ,CURB INLET AT SAG POINSETTIA LANE CURB INLET SIZING BASED ON THE CITY OF SAN DIEGO DRAINAGE DESIGN MANUAL 1 FROM CITY OF SAN DIEGO CHART 1-103.6A 2 FROM CITY OF SAN DIEGO CHART 1-103.6C MPLE FLOW-BY CALCULATION 0=4.9 CFS SLOPE=7.0% Y=.28 USING EQUATION Q=0.7L(0.33+DEPTH)'3/2 WHERE DEPTH =Y SOLVING FOR L L=15' ADD 1.0 FT FOR DESIGN CONSIDERATIONS L=16 SAMPLE SUMP CALCULATIONS Q=19.4 CFS FROM CITY OF SAN DIEGO CHART 1-103.6C H= PONDED DEPTH=10 IN. h= height of curb inlet=6 in H/h=1 .7 Q\L = H\h solving for L.....L = 5.0 feet CURB INLETS TYPE INLET# NODE STREET SLOPE Qioo a(ft.) y(ft.) REQUIRED INLET SIZE (ft.) USE L (ft.) F 1 8 1.00% 5.5 0.33 0.39 12.77 1 14 -F-6GW-BY 2 9 1.00% 2.9 0.33 1 0.31 8.04 1 10 SUMP 3 24 N/A 9.8 N/A N/A 5.76 2 SUMP 4 25 N/A 8.8 N/A N/A 5.20 2 I \CURB INLET CALCS FOR POINSETTIA.XLS 5/14/99 .1 I I I 1 I I I I I I I JL.) I Gt' CHART f Dl rectionófor Application From'precipitation naps determine 6 hr. and 1 24 hr? amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10) 50 and 100 yr maps included in the Design and Procedure Manual) Adjust. 6 hr. precipitation (if necessary) so that(1tis within the range of 45% to 65% of the 24 hr precipitation (Not ippIicab1e toDesért) U, I)P1ot6hr. precipitation on the right side of the chart ) Drawa line through the point parallel to the f1Qtted ii nes .1. . . . ) This line is the intensity-duration curve for thelocation being analyzed ,. ,.,,j.j .,. ........ Ap1i6atibn Form 0) Selected Frequency Ic() yr. 1) P6 ' p24 ______ *p •'.. . p 24 2)1 I Adjusted * 15, I mi n. I' In/hr I I 10 120 I 110 1 1.5 1.4 1.3 1.2 1.1 1.0 E 0.9 0.8 N 0.7 C. 0.6 ME .2 .1 0: A r -ri4 3D 2; - i,'i1-SJ. 4epr o ( T 30 pipe —L-2 too diameter D.' 25 too \6.10 80 Outlet Ve 9 to ON 70 ON 3 5 10 20 50 100 200 500 iCC Discharge, ft3/sec I I1!It1t I I1IIIII III 0.1 0.2 0.3.0.4 0.6 6.81 2 3 4567810.152025 Discharge, m3/sec Fig. 7.45 Design of riprap outlet protection from a round pipe sowing full; mini m u m tailwater conditions. (6, 14) to find the riprap size and apron length. The apron width at the pipe end s h o u l d be 3 times the pipe diameter. Where there is a well-defined channel immedia t e l y downstream from the apron, the width of the downstream end of the a p r o n should be equal to the width of the channel. Where there is no well-defined c h a n - nel immediately downstream from the apron, minimum tailwater conditio n s apply and the width of the downstream end of the apron should be equa l t o t h e pipe diameter plus the length of the apron. EXAMPLE 7.4 Riprap Outlet Protection Design Calculation for Minimum Tailwater Condition Given: A flow of 6 ft3/sec (0.17 m'/sec) discharges from a 12-in (30-cm) pipe onto a 2 percent grassy slope with no defined channel. Find The required length, width, and median stone size d50 for a riprap apron. "" Haniok - I4O I c% 25 . - 3D LQ 7' U6 ARO or- ToJ \i.4tThA I -y La. O oEWTh1 LIAJE "0)T-LT Outlet li\ 90 pipe S9 25 80 diameter D.* \110 04 20 1 5t I 20 110 0J•_ 0 3 I,- 2 VI 0. cc 1.5 7.4 1.3 1.2 1.1 1.0 E 0.9 ,o v.a N 0.7 0. 0.6 0. 0.5 0.3 0.2 0.1 3 5 10 20 50 100 200 500 1000 Discharge, ft3/sec I 1lIIIiI I I IlFIII III 0.7 0.2 0.3.0.4 0.6 0.8 1 2 3 4 5 6 7 8 10 15 2025 Discharge, m3/sec Fig. 7.45 Design of riprap outlet protection from a round pipe flowing full; minimum tailwater conditions. (6, 14) to find the riprap size and apron length. The apron width at the pipe end should be 3 times the pipe diameter. Where there is a well-defined channel immediat e l y downstream from the apron, the width of the downstream end of the apron should be equal to the width of the channel. Where there is no well-defined chan - nel immediately downstream from the apron, minimum tailwater conditions apply and the width of the downstream end of the apron should be equal t o t h e pipe diameter plus the length of the apron. EXAMPLE 7.4 Riprap Outlet Protection Design Calculation for Minimum Taiiwater Condition Given: A flow of 6 ft'/sec (0.17 m3/sec) discharges from a 12-in (30-cm) pipe onto a 2 percent grassy slope with no defined channel- Find: The required length, width, and median stone size d50 for a riprap apron. I haucipook 2- 3D0 U-' r- DfT4.o Z7 To T L - -&17 K2i W = 0 + L C'QUTLE7 1 0 a 90 Outlet L pipe diameter D0 I S9 "4'k 70 211 10 I 20 St ha Q.L_ 0 1.5 1.4 1.3 1.2 1.1 1.0 E 0.9 Vf0 .0 N 0.7 0. 0.6 0.5 0. cc 0.2 0.1 t1II I I1 I JI.I.II I I I 1111110 3 5 10 20 50 100 200 500 1000 Discharge, ft-3/sec I tIII!II I 11111111 III 0.1 0.2 0.3.0.4 0.6 0.8 1 2 3 4 5 6 7 8 10 15 2025 Discharge, m3/sec Fig. 7.45 Design of riprap outlet protection from a round pipe flowing full; minimum t.ailwater conditions. (6, 14) to find the riprap size and apron length. The apron width at the pipe end should be 3 times the pipe diameter. Where there is a well-defined channel immediately downstream from the apron, the width of the downstream end of the apron should be equal to the width of the channel. Where there is no well-defined chan- nel immediately downstream from the apron, minimum tailwater condit i o n s apply and the width of the downstream end of the apron should be equal to the pipe diameter plus the length of the apron. EXAMPLE 7.4 Riprap Outlet Protection Design Calculation for Minimum Tailwater Condition Given: A flow of 6 ft3/sec (0.17 m3/sec) discharges from a 12-in (30-cm) pipe onto a 2 percent grassy slope with no defined channel. Find. The required length, width, and median stone size d50 for a riprap apron. 4 listed in the table determined on a weight basis. Compliance with the percentage limit shown in the table for all other sizes of the Individual pieces of any class of rock slope protection shall be de- termIned by the ratio of the number of Individual pieces larger than the smallest size listed In the table for that class. *200_1.6.1 Selection of Riprap and Filter tilanKel MaTeria I Filter Blanket (3) Upper Layer(s) Opt. iOpt. 2 Vol. Rock Riprap Sec. Sec. Lower Ft/Sec Class Thick- 200 400 Opt. 3 Layer (1) (2) ness "T" (4) (4) (5) (6) No.3 Back- 6-7 Ing .6 3/16" C2 D.G. No. 2 Back- 7-8 ing 1.0 1/4" 83 D.C. -- Fec- 8-9.5 ing 1.4 3/8" - D.C. -- 3/4,1, 1 1/2" 9.5-11 Light 2.0 1/2" -- P.B. -- :3/:411~ffl1/4 I :Sand 11-13 Ton 2.7 3/4" -- P. 3/4", 1/2 I 1/2" 13-15 Ton 3.4 1" - P.B. Sand 15-17 1 Ton 4.3 1 1/2" -- Type B Sand 17-20 2 Ton 5.4 2" - Type B Sand 3 7-6 The Contractor's Representative Add the following paragraph: "The Contractor and Engineer shall provide each other with a local phone number at which they or their representative may be contacted 24 hours a day." PART 2 CONSTRUCTION MATERIALS SECTION 200 - ROCK MATERIALS 200-1.1 General Add: "Alternate Rock Materials - Type "S" as de- scribed In Section 400 may be used, unless specifi- cally prohibited in Special Provisions". 200-1.6 Stone for Riprap Add: "The individual classes of rocks used in slope protection shall conform to the following: PERCENTAGE LARGER THAN* CLASSES Rock 1/2 1/4 No. 2 No. 3 Sizes 2 Ton 1 Ton Ton Ton Backing Backing 4Ton 0-5 2 Ton 50-100 0-5 1 Ton 95-100 50-100 0-5 1/2 Ton - 50-100 0-5 1/4 Ton 95-100 - 50-100 200 lb 95-100 - 75 lb 95-100 0-5 25 lb 25-75 0-5 5 lb 90-100 25-75 1 lb 90-100 *The amount of material smaller than the smallest size listed In the table for any class of rock slope protection shall not exceed the percentage limit 4 1- r'T '4- _______________________________________________________ OHc7 &T oF Ot - I, .. . -. - ..-... .-....- ------------ CHART iC -ISO -io,000 -168 EXAMPLE (I) (2) (3) —6. - 156 : 6,000 0-42 icPsi (3.5 1 '.1) 6 —a- 144 -5,000 Q- 120 cfs - -4,000 Al 4 NW -6. -5. -132 fuu$ -3000 -4. ' (I) 2.5 L$ _4. - -1 20 2.1 7.4 - 2,000 2.2 7.7 - -.4.— - - 06 . 3. 'DiAfeet 3. -96 -1,000 -L -800 -84 :600 — 2. -500 2. — -72 -400 - U, 3 IAI I - 300 I U, 1.5 0 z U,: - ___ ___ -60 -200 UJ 54 ! 100 48 U, - 60 UJI -1.0 50 'ENTRANCE - -40 SCALE TYPE .0 36 - 30 (I)r Square .dq. with WU.1 — I-9 4 -33 h.adwo(l 7 3 0 g - 20 7' groove .d dP ti; - - 30 aodwoll - .8 - .8 SAd - .8 - 27 projecting .7 6 To use scale (2) at (3) pvs1s5t 21 - 5 horizontally Is scale (1). them 4 ui ;tr.Iqht Iiclinsd1line through 0 and 0 scales, or rivers. is -.6 - illustrated. - —.6 -I8 -2 15 i1.0 L .5 L. HEADWATER DEPTH FOR HEADWATER SCALES 263 CONCRETE PIPE CULVERTS SURE AU OF PUBLIC ROADS JAN. REVISED MA'! 1964 WITH INLET CONTROL 181 VI ii I I I I I I NOTE: I I I I I I REFERENCE DATA Some reference data that has typically been included in support of hydrologic calculations done by hand are incorporated into the Rational Method Hydrology Computer Program Package (by AES). These include: u Intensity-Duration Design Chart a Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds a Urban Areas Overland Time of Flow Curves a Runoff Coefficients (Rational Method) Since these references are incorporated into the AES software, they are not needed to support this study and are therefore not included in this report. Soils maps are also not included, as Hydrologic Soil Group "D" was used for this study. I. ) I .-. I I . CD I CD • I c: co CD I U v, .I I U - - I c L Fi; D C--' LI' 11.0 AC. I 0 0 4! 0 100' 200' 300' LEGEND TRIBUTARY AREA SUBAREA ACREAGE NODE NUMBER 100 YEAR FLOW R:\0025\0025BHYD.DWG