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1999-312 CS ~ I , Street Address 'gr TO Category 1 5~ 5 3'-( Serial # '1i7M 1'7 -dG '=¡- 1 Name Description Plan ck. # /qq::¡- Year - recdescv . . 8 HYDROLOGY/HYDRAULICS REPORT FOR: JACK & BEV CHRISTIANSON 2595 Triple C Ranch Road Olivenhain, CA 92024 (760) 753-8888 PE 704F MAY 11, 1999 PREPARED BY: PASCO ENGINEERING, INC. 535 NO. HIGHWAY 101, SUITE A SOLANA BEACH, CA 92075 (619) 259-8212 WA¿:~ f~ 911S/J; RCE 29577 REGISTRATION EXPIRES oAA /Â 1 ::J- ~ ~ 'Tp,v \ "I 8 8 TABLE OF CONTENTS I. INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . .. 1 II. DISCUSSION. . . . . . . . . . . . . . . . . . . . . . . . .. 1-2 III. CONCLUSION. . . . . . . . . . . . . . . . . . . . . . . . . . .. 2 IV. HYDROLOGY CALCULATIONS ..............3-6 V. HYDRAULIC CALCULATIONS ..............7-9 VI. APPENDIX.......................... 10-14 VII. EXHIBITS.............................15 8 8 I. INTRODUCTION The subject property is located at the easterly tenninus of Triple "c" Ranch Road. It is known as A.P.N. 265-025-12 & 13. The property is geographically located at 33°02'31" north latitude and 117°13'45" west longitude. The project consists of the construction ora new 16' wide roadway within the floodplain and the widening of an existing 12' wide AC road to 24' to meet City Fire Department standards. The new roadway will be crossing a drainage course at station 3+00. An "Arizona" style crossing is proposed at this location to facilitate conveyance of 100-year stonn flows across the new 16' wide extension of Triple "c" Ranch Road. Based on data, calculations and recommendations contained in this report, a system will be designed to adequately intercept, contain and convey QIOO to the appropriate discharge point. II. DISCUSSION The drainage patterns for this project are not affected by the widening of the existing roadways. Therefore, for the purposes of this report the calculations contained herein pertain to the proposed drainage structures as shown on the corresponding Private Road Improvement Plans. The area of the drainage basin tributary to the proposed Arizona Crossing encompasses approximately 68.6 acres, and extends west of Rancho Santa Fe Road. Stonn runoff generated on the area west of Rancho Santa Fe Road flows over and on the various single family residence pads toward either private drainage structures or driveways where it is conveyed to Rancho Santa Fe Road. Once in Rancho Santa Fe Road, stonn runoff flows north and south to the low point at the intersection of Whisperwind Drive and Rancho Santa Fe Road. Here the drainage is intercepted by 2 type "B" inlets, and conveyed east along 8th Street across Cole Ranch Road and discharged in an earthen channel. This channel conveys the flow along Triple C Ranch Road, through various culverts, until it finally discharges into the flood plain of Escondido Creek. The hydrology calculations contained herein reflect the most conservative approach in detennining QlOoat the crossing on the new 16-foot wide roadway. As shown herein, QlOo . is calculated to be 94.7 cis. The Arizona crossing as proposed on the corresponding Private Road Improvement Plan will allow stonn flows to cross over the top ofthe new road to a depth not exceeding 10". Two - 8 -l- III. 8 8 inch low flow pipes will serve to allow small stonn flows and nuisance water to drain under the road surface itself and maintain dry pavement. The low flow pipe will also allow floodwaters from Escondido Creek to flood through to the west side ofthe new road. Flood levels will not exceed 8" at the low points. These levels were chosen in an effort to prevent the road from acting as a dike, and also to provide stable access based on current County of San Diego standards. CONCLUSION Based on the infonnation and calculations contained in this report, it is the professional opinion of Pasco Engineering that the stonn drain structures and systems shown on the Private Road Improvement Plan for Triple C Ranch Road are adequate to intercept, contain and convey Q1O0 to the historic point of discharge. 704F hydro rptdoc -2- 8 IV. 8 HYDROLOGY CALCULATIONS -3- 8 8 ~ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Highway 101, Suite A Solana Beach, CA 92075 Ph. (619) 259-8212 Fax. (619) 259-4812 ************************** DESCRIPTION OF STUDY ************************** * 100 year Hydrology analysis for Triple "c" Ranch Road. * pe 704f * * SEE EXHIBIT "A" * * * 5-7-99 MS * ************************************************************************** FILE NAME: 704F.DAT TIME/DATE OF STUDY: 15:27 5/ 7/1999 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED 2.800 FOR FRICTION SLOPE = .95 **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ============================================================================ SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 13.31 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 320.00 DOWNSTREAM ELEVATION = 170.00 ELEVATION DIFFERENCE = 150.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.923 SUBAREA RUNOFF(CFS) = 11.30 TOTAL AREA(ACRES) = 6.40 TOTAL RUNOFF(CFS) = 11. 30 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 52 8 8 !;. ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ============================================================================ UPSTREAM NODE ELEVATION = 170.00 DOWNSTREAM NODE ELEVATION = 126.00 CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = .0800 CHANNEL FLOW THRU SUBAREA(CFS) = 11.30 FLOW VELOCITY(FEET/SEC) = 7.29 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 14.57 550.00 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 3.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< ============================================================================ UPSTREAM ELEVATION = 126.00 STREET LENGTH(FEET) = 500.00 STREET HALFWIDTH(FEET) = 15.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 121. 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 12.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 15.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.61 STREETFLOW TRAVELTIME(MIN) = 1.89 TC(MIN) = 16.46 42.80 4.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.421 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 40.80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 47.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .71 HALFSTREET FLOODWIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 5.60 DEPTH*VELOCITY = 3.97 62.81 74.11 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 8 8 lJ. DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.5 UPSTREAM NODE ELEVATION = 116.00 DOWNSTREAM NODE ELEVATION = 86.00 FLOWLENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 74.11 TRAVEL TIME(MIN.) = .28 TC(MIN.) = 16.74 1 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.383 SOIL CLASSIFICATION IS "A" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3000 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 51.80 TOTAL RUNOFF(CFS) = TC(MIN) = 16.74 4.67 78.78 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ============================================================================ UPSTREAM NODE ELEVATION = 86.00 DOWNSTREAM NODE ELEVATION = 40.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = .0460 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 78.78 FLOW VELOCITY(FEET/SEC) = 8.78 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 1.90 TC(MIN.) = 18.64 1. 09 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.157 SOIL CLASSIFICATION IS "A" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3000 SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 68.60 TOTAL RUNOFF(CFS) = TC(MIN) = 18.64 15.91 94.69 ============================================================================ END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 94.69 68.60 Tc (MIN.) = 18.64 ============================================================================ END OF RATIONAL METHOD ANALYSIS 8 v. 8 HYDRAULIC CALCULATIONS -7- 8 8 5 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 3.1A Release Date: 2/17/92 License ID 1388 Analysis prepared by: PASCO ENGINEERING, INC. 535 N. HIGHWAY 101, SUITE A SOLANA BEACH, CA. 92075 (619) 259-8212 Fax: (619) 259-4812 Ph: ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:35 5/10/1999 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * ESTIMATE DEPTH OF FLOW OVER ARIZONA CROSSING AT STA. 3+00 * PE 704F * USE TRAPEZOIDAL CHANNEL WITH BASE OF 5' AND SIDE SLOPE OF * * 34.48:1 TO APPROX. DIP SECTION. * 5-10-99 MS * * * ************************************************************************** **************************************************************************** »»CHANNEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CHANNEL Zl(HORIZONTAL/VERTICAL) = Z2(HORIZONTAL/VERTICAL) = BASEWIDTH(FEET) = 25.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = UNIFORM FLOW(CFS) = 94.80 MANNINGS FRICTION FACTOR = .0170 34.48 34.48 .010000 ============================================================================ NORMAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- »»> NORMAL DEPTH(FEET) = FLOW TOP-WIDTH(FEET) = FLOW AREA(SQUARE FEET) = HYDRAULIC DEPTH(FEET) = .36 FLOW AVERAGE VELOCITY(FEET/SEC.) = UNIFORM FROUDE NUMBER = 1.301 PRESSURE + MOMENTUM (POUNDS) = AVERAGED VELOCITY HEAD (FEET) = SPECIFIC ENERGY(FEET) = .809 .51 59.86 21.45 4.42 1104.00 .303 ============================================================================ CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL AVERAGED CRITICAL FLOW TOP-WIDTH(FEET) = FLOW AREA(SQUARE FEET) = FLOW HYDRAULIC DEPTH(FEET) = FLOW AVERAGE VELOCITY(FEET/SEC.) = DEPTH (FEET) = .58 FLOW PRESSURE + MOMENTUM(POUNDS) = CRITICAL FLOW VELOCITY HEAD(FEET) = FLOW SPECIFIC ENERGY(FEET) = .785 65.20 26.29 .40 3.61 1069.57 .202 ============================================================================ ~2. ~,t-p ¡ . ¿Q '$R~~, ~ \S: ~~j ~~: ~~ . -'-~~'. 8 .' [;)-?'~Þ '" ~ ~ P BS",. ~ .... ~ () , ~þ \. .. -'---""'-------""----'-------,.-,-.-, ...........\l\. '-""----.- _. -.-.-- --....--..-----..... . ()~~:p ~ LQ~~ .... ~ 6Z"~Þ '-> ~ ßS . I~P ~ .' I / 9'!J ":Ep 8 llJ ... .- .1 . . I .. I i : '2______----- --,-- -..' ~~.¡ ~~' ¿¿'.f;Þ .. '. ----'----'---. ---- -.. '* ~ .ç... 8 VI. APPENDIX -10- 8 8 8 . t\ . "-..-.' TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) , . I ¡ I \ . DEVELOPED AREAS (URBANt Coeffi~t...:...f Soi I Gr!>up (1) land Use A B C D Res i dent i a I : Sing I e F am i I y .40 .45 .50 .55 Multi-Units .45 .50 .60 .70 Mobile homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) ø .35 .40 @ Commerci al (2) .70 .75 .80 .85 80% Impervious Industrial (2) .80 .85 .90 .95 900,(, Impervi ous co ."- I L i l... . . \. '.' lo NOTES: ( (I) Soil Group màps are available at the offices of the Department of Public Works. (2)Where actual conditions deviate significantly from the tabulated impervious- ness values of 80% or 900,(" the values given for coefficient C, may be revised by multiplying 8OC,(, or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soi J,.group. ¡ \ . Actual imperviousness .. 50% '. . Tabulated imperviousness = 800,(, Revised C = 50 x 0.85 .. 0.53 80 I . I IV-A-9 APPENDIX IX-B Rev. 5/81 8 8 .--, , r-- I .- - - .--, -- "\ , - - - -- I ---¡, .. ,,'. :-\ ' ~ ) ./ COUrlTY OF SAN DIEGO DEPARTMENT OF SANITATION & ,FLOOD CONTROL " . 33° 45' ¡'.J) 2'2" -.IV 77 t fJ 111 .I 31" '6" 45' --.---...--. -... .-- -. . P'~pllf,d br U.s. DEPARTMENir OF COMMERCE NATIO~AL OCt:^,~IC AND AT. OSPJlEHIC ADt.:I~ISTRATION SPECIAL STUDIES BRASCH. OFFICE OF II UROLOGY. NATIONAL "'EATtlER SERVICE ..... ..... I :> --t- '-I 30' I 1 J 8' l,S' IS' 116° 45' 30' , 1 J 7° 30' IS' ~ 'n,',"," ",' , , " - -'- -. -" -' -' -' -.. -' COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 45' 8 30' IS' 338 8 L¡5' _.}J 3.3 Ø¿?~' $/ ~ 1/1015 'ø'" """ ,-'- U.S. DEPARTMENlr OF COMMERCE Prep.f-" br NATIONAL OC¡¡^~IC:: "NO A1":JO~I'I1EMIC:: ADMINI:iTRATION SPECIAL STUDIES tH~A:-4CII, OffICE Of' IIjDI:OLOGY, N^TION"L IWE^TII£R S~RVlC£ , , 301 -I- M ' .... , )~ - IoN 11 flu I.!j I 1178 '1168 '. ~i . )0' I~' l!t . 30' 8 VII. EXHIBITS -15- 8 " -.---1-" -- , ,- \~ )/? ~ ~ !I1EJfri':~;;~',;";,: ::';,. ',," , "","CT"-...a ~~n .. lOON.. SIOKII to, '.1, . 'l..:..L"....-. - .++ , ... .., -....- - ... -+- .-1d': , "'-' , -- ---t-.- - rs;;:c[:: I I. I . -I-I,:i.-~!$. ~ ... I .jt ~IF", 1- 1,.,1..., :.,,- , It. ;5Õ - 1'\ ~~, I .. " -.. .. .- , .,..-t-'- :> N- :~ .. " d ~ I~ "'rr1~ 'H-l-t-: .~-~ -+-.-1. --~ ~ . 1.;1' - l .' .. FF= -+.~t,-+~J-; I 0 -31' ,: I, I" I: ... ,..... ..t'.-. ::" I.. .. ~ .. .. .. ,- .. 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CARDIFF SANITATION DISTRICT COIJNTY OF SAN DIEGO OLIVENHAIN MUNICIPAL WATER DISTRICT WATER WORKS APPftOVAL N>PfIOVED BY: BOYLE ENGINEERING ElMJÔne... lOt "'" Di.",cl atllOV£D: . 0. ECT NO. l!: . ...' 1 ';"":"':~'E.':")('" . ~~N:'~;." '.. " B 1 ... )J5 /1/7.8 ""'.r , . . 't '.II 1"'1 ~ ' ftI ~' ~ "t"'Nf1'1 r I "'r" fiIT'T'T'T1'1 'fTTi ~, ~ ' ._. . j "alii... L.31a1 . I. 13/1 ' , i . ~I . 1.i:1~I;s,I.I.I.I.I~I4.I.,.I.~.._I."..L.""',.J.,.1;t,