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Home My WebLink AboutCDP 02-24; ST. CLAIRE RESIDENCE; HYDROLOGY STUDY ST. CLAIRE RESIDENCE 4588 ADAMS STREET; 2022-02-07 HYDROLOGY STUDY ST. CLAIRE RESIDENCE 4588 ADAMS STREET CARLSBAD, CA 92008 APN 206-792-38-00 GR2021-0032/DWG 412-2B/CDP 02-24 PROJECT: PROPOSED SINGLE FAMILY DWELLING, GRADING PLAN ENGINEER: MARTELL B. MONTGOMERY R.C.E. 50344 EXP. 6-30-23 DATE: OCTOBER 21, 2021 REV. DATE: FEBRUARY 7, 2022 2 2 2 6 F A R A D A Y A V E N U E 1 of 7 A COS A EN<uil NIE:lmllrN!Ctii CARLSBAD, CALIFORNIA 92008 TEL 760·9l1-0290 FAX. 438-5251 martv_mont;omery@yahoo.com CIVIL• STRUCTURAL MECHANICAL• PETRO LE UM HYDROLOGY CALCULATIONS 100 YR, 6 HR STORM Existing Condition (Proposed Development Area): Pervious areas: 26,651 sf = 0.612 ac. Impervious areas: 1,063 sf = 0.024 ac. (exist. driveway in panhandle) Runoff Coefficient ‘C’: Hydrologic Group Type: D (See attached Soil Group Map) Single Family(LDR)- Pervious: 0.46 Single Family(LDR)- Impervious: 0.90 Rainfall Intensity ‘I’: 6.59 in/hr (See Fig. 3-1 and 100yr, 6hr/24hr precipitation charts) For small watersheds, Tc = (Ti + Tf), where (Ti + Tf) <= 5 min. USE 5 min. Watersheds less than 0.5 sq.mi.: Rational Formula: Q(cfs) = CIA EXISTING DRAINAGE CONDITION (Total Site): QE = [(0.46)(6.59 in./hr)(0.612 ac.)]+ [(0.90)(6.59 in./hr)(0.024 ac.)]= 1.99 cfs Proposed Condition (Proposed Development Area): Remaining Pervious areas: 23,357 sf = 0.536 ac. New Impervious areas: 3,294 sf = 0.076 ac. Exist. Impervious areas: 1,063 sf = 0.024 ac. (exist. driveway in panhandle) 4,357 sf = 0.100 ac. Coefficient ‘C’: Hydrologic Group Type: D Single Family- Pervious: 0.46 Single Family- Impervious: 0.90 Rainfall Intensity ‘I’: 6.59 in/hr (See Fig. 3-1 and 100yr, 6hr/24hr precipitation charts) For small watersheds, Tc = (Ti + Tf), where (Ti + Tf) <= 5 min. USE 5 min. Watersheds less than 0.5 sq.mi.: Rational Formula: Q(cfs) = CIA 2 of 7 PROPOSED DRAINAGE CONDITION: QP = [(0.46)(6.59 in./hr)(0.536 ac.)]+ [(0.90)(6.59 in./hr)(0.100 ac.)]= 2.22 cfs (PEAK FLOW) CHANGE IN ON-SITE DRAINAGE FLOWS: ΔQ = (2.22 cfs – 1.99 cfs) = 0.23 cfs Net Flow Increase. DISCHARGE DESIGN: Additional 0.23 cfs generated from 0.64 acre development area will be directed via sheet flow to the 1412 s.f. pervious paver driveway area. This is sufficient to accept this small, additional flow. ANY MINIMAL DRAINAGE THAT DOES NOT INFILTRATE WILL DISCHARGE TO ADAMS STREET AT < 0.23 CFS. THE CAPACITY OF PUBLIC DRAINAGE SYSTEM WILL NOT BE COMPROMISED. UPPER SLOPE PERVIOUS SURFACE DISCHARGE DESIGN: Existing Condition: The upper slope area of the property (much of which is within a habitat preservation easement) naturally sheet flows into an existing D-75 drainage swale. Currently, the D-75 exits stormwaters onto the driveway panhandle and down to the Adams St. R.O.W. Proposed Condition: The existing D-75 drainage swale routes the collected storm water to a new modified D- 22 concrete spillway. The concrete spillway exits to the driveway panhandle and sheet flows to the Adams Street R.O.W. A new G-1 concrete curb is to be constructed along the south side of the driveway panhandle to keep stormwaters within the driveway section for a better drainage design. The proposed stormwaters sheeting down the driveway remains unchanged from the existing condition. Upper Slope Area sheet flow to D-75: 13,902 sf = 0.319 ac. Offsite Area flow to offsite D-75: 8,686 sf = 0.199 ac. 22,588 sf = 0.519 ac. QE = [(0.46)(6.59 in./hr)(0.519 ac.)]= 1.57 cfs (PEAK FLOW) THE CURRENT CAPACITY OF PUBLIC DRAINAGE SYSTEM WILL NOT BE COMPROMISED. 3 of 7 See attached APPENDIX for approved Q100 analysis. 4 of 7 1',. ...... .... , ' ... "' 1' ......... ~ 1, ... ' 10.0 9.0 8.0 7.0 "'-l ...... ~ ..... ~, .... "' l"'r,,. :r-. :5 0 .c "iii a, .c 6.0 5.0 4.0 3.0 2.0 g1.0 ;o.9 -~0.8 ~0.7 0.6 0.5 0.4 0.3 0. 2 0. 1 hJ r--., .. I' r--.. ..... T' r--. "' r,-..1 ,.... . "' i--.. ' ' ,... i" i" ~, , .... ~ ' .... I'-' ' ,... .... r-. f', ' r--,..._ ,... """ .... , ' !'...,... 5 6 7 8 9 10 • r--i'r,,. "", "'~~ r--"' "' "'~~ . "r-. "", r,,.,_ "' "" "~~ r--"" r--, I"' I"',_ ~ r--1"' "" I' "h 'r-. ',"' ', ·, 'h• "' ~ "'-r-,h r-., h I"'" h r-.,,.. r-,hh h h 15 20 30 Minutes I h ~h ~~h ', "" ~ ,,~ ~ h ~~ ~~ " ~ ·~~ ~ ~h" 40 50 Duration EQUATION I = 7.44 P6 D-o.s45 I = Intensity (in/hr) p6 = 6-Hour Precipitation (in) D = Duration (min) II 1111111 t', r-..' r-..' ........ ..... "'' "' ., ' I• II."'~ ..... t--.' " """" ~ ~~ 1, ' I• """" ,,. ~ ~ "' ' i'r,,. ~ " ~~ "'I'-. "'r,,. ~hh I• "' I'-.. ' i'1,, ""t--. ""' ~ "' l's"' ""~ h "', ....... " ~~h r-,... ~ I' '"' t--. 1,,... ~ 'i--. i-,..t--. ~ .. 2 3 4 Hours h h h ~ 1~ ~h ~ 5 6 a, ::r: 0 5; "lJ (P C) 6.0 -g; 5.5 ~ 5.0 g 4.5 5" 0 4.o l 3.5 ~ 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart • Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual}. (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: {a) Selected frequency I CO year (b) Ps = '2.5°' in., P24 = 4,6" ,;6 = 5(o %(2) 24 (c) Adjusted p6<2> = '2 -~ in. (d) tx = __§__ min. (e) I = __ in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 : 1 ~ 1.5~ 2-@: ~_:;!_,.~~ 4 _ 405-: _5 i. 5.5, 6 Ouratio I I I I I I , I I I I I _ -I.63 _1.;J.9§15.~. J.90. 9.22110.54. 11.86. 13.11114.494 15.81 .!. _2._1_2_i3_Jill 4.2~ 5.30 .• 6.36' 7.42 l 8.48 .. 9.54 • 10.60111.66J 12.12 10 1.68 12.53~7 4.21 5.o5j5.90~ 7.58 8.42 9.27 110.11 15 1.30 1.95, 2.59 3.24 3.891 4.54, 5.19 5.84 , 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3~77'.'° 4.31 . 4-:SS-5.39. 5.93 , 6.46 ' I • • --. c1 25 o.93. 1.40L 1.87, 2.33 J1.8op.2~ 3.73. 4.20, 4.67. 5.13 : 5.60 30 0.83 _ 1.24j 1.66, 2.07,2.49!2.90[ 3:32; 3.73. 4.15. 4.56 '. 4.98 _ ~o o.69 , 1 .o3L 1.38. 1.12. 2.01. 2.41 I 2.16 • 3.10 , 3.45 , 3.79 : 4.13 50 0.60 0.90 1.19 1.49 1. 79 2.09 2.39 2.69 2.98 3.28 I 3.58 60 6.53 : o.8oi 1.00 · 1.33 • 1.59' 1.86 · 2.12 2.39 • 2.65 ; 2.92 1 3.18 ---90: 0:41-jo.61 ! Q,82 ~ 1.02 t.!-2( 1.,9: 1.63 ~ 1.84 ; 2.Q4 . 2.25 ; 2.45 120 0.34 , 0.51~1 0.68, 0.85 l 1.02. 1. 19 I 1.36 , 1.53 1 1. 70 , 1.87 l 2.04 150 0.29 ~~44 0.5910!3_9_._88_: 1~0~. !.:11!.. 1.~2. 1.47 _ 1.62._1.]6 180 0.26 !0.39 0.52 0.65 0.78' 0.91 1.04 1.18 1.31 . 1.44 i 1.57 24ii 0.22 '<i33!<f4Jj o.54:Q-~o.2s' 0~8< o.s8 ~.o( u( 1.~. 300 0.19 -l.0.28 0.~, 0.'!,?. 0.56_ Q;§~ 0.75, 0.85. 0.94~.J_._0J~ 1.13 360 0.17 10.25 0.33t0.42 0.50 0.58 0.67 0.75 0.84 0.92 i 1.00 FIGURE @] 5 of 7 ·'.Qrpr,ge·. Count#· -33•.J,51-+-1 -;--, ...L_L-:--i-+~~....,......,~~~~½~~~il~¥~~~~~ ~ -~ :n •-;;,·- tC'1R~S . tENC -:4-. --,-----+--.---,----,--'--+--+-~-~~-+---+-t:J~;;t;t:ifrl~Ei 133•ooh 0 · .. d)l '(') (Q' i!Sj ? iMP,E~I ' I • '..L I + .. J. 1 ' ' ➔ -+--+-+-+---t--<'· -32°145'· .J ' -I V County of San Diego Hydrology Manual Soil Hydrologic Groups Legend Soil Groups j~ GroupA II] GroupB ,--, Groupe r ] Group D Undetermined D Data Unavailable DPW ~GIS ~>-- \Xie :1vc. :.m 11:;g.c • ... • ·, NTY OF ANY KIND EITHER EXPRESS : N ~~Ji,~E~. r:i~g~ts~~is~r~1~ ~~~~~ES J 4 ~~g=~~g:oR~servtd, . Thi oducts may contain lnfom,atlon from the SAN DAG Reglonal E lnf!:'auon System Vrtllch cannot be rtproductd 'Mthovl the 'Mitton permission d SANDAG. • Th.ls product may oontaln lnfonnatlon which has been reproduced with _ pennlsslon granted by Thomas Brothers Maps. s 3 o 3 Miles ~ 6 of 7 b en ti ... (0 .,::- ' -3?0 ~0;, r-, -,--:---'----,-~-'-t-,--"---'--,-,._._-.--,,-----;--'---'++-+-.--;-,-'-;.-,,,..-'--"-.+--;-- ~ - + - _ _ , _ - , - - ~ + - - + - ' - - ' - + - i - ~-L-h--,--;..-..;..-~,--;--,--+-i--+-+-4--.-t-+-i-'-+---'---<--'--+--!-+--r-i-l--+-+-+--;-f-+--' - -i),.. .5 ii). ~ 0 ~ ~ ~ ~ ~ ~ s ~ ~ County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event-6 Hours lsopluvial (inches) DPW -~G IS li D•ptAJtrr.tnf ~ P/1:t'ic ~'Ma Gco.i.~lnforn,."v.,n ~ N +E s 3 0 3 ~ THIS MAP IS PROVIDED WITHO\IT WARRAtffi'OF AflY KIND, EITHER EXPRESS OR lt.'PUEO, INClUOING, B\IT NOT UMrTED TO, THE IMPLIED WARRAflTlES OF MEROWflABIUTY MID FITNESS FOR A PARTICULAR. PURPOSE. Cop)'nght S1nGIS. All Rights Reserved. 1h11 pn,cfuets: m,y contain lnfonnatlon from th• SANOAG Reg1onal Information System IM'llch c:aMot bt reprodu01d \lilthout the Vffltten pem'llsslon of SANDAG. Thia product may contain Information which has been reproduced wUh permission granted by Thomas Brothers Maps. Miles 7 of 7 3?0301 _, .J -0 ('I") o.. ~ ..... .;,:- 0 -(") t+-...,. ..... it) ..... . r-;. ~ '<"j b ii> b 'SI" (") 0 ., o I -~ (0 (0 " '<"j "i".. .,.,.. ,...,. 'T I in 32"30' • I . y (0 ...,. 'T County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event -24 Hours lsopluvial (inches) OPW -~GIS O.t1J1J"'.r.'itnt ,:,f ?.s:;;ie Vlo.?.'i t:;c;c,,i-;;p!~ lr:ftim.or.;-,,, St-!V.:C:o,- N + s 3 0 3 ~ THIS MAP IS PROVIOED WITHOUT WAAAANTY OF IWf KINO, EITHER EXPRESS OR IMPLIED, INCI.UOING, BUT NOT LIMrTEO TO, THE IMPLIEO WARRANTIES OF MERCHANTABILITY ANO FITNESS FOR A PARTICULAR PURPOSE. Cop)'Tight SanGIS. An Rights Res-trved. This products may contaJn Information from the SANOAG Reglonal Information System Ymlch cannot be r9produced without the written permltslon of SANOAG. 'Th!s product may contain lnformatJon which has been reproducod with permlas!on granted by Thomas Brothers Maps. Miles APPENDIX HYDROLOGY AND HYDRAULIC REPORT PARCEL 1 OF PM 10178 APN 206-192-38 CARLSBAD, CA PREPARED FOR: ADAMS STREET SFR DATE: 6/1/03 REVISED: 8/8/03 PREPARED BY: PASCO ENGINEERING, INC. 535 NORTH HWY. 101, SUITE A SOLANA BEACH, CA 92075 WAYNE A. PASCO, RCE 29577 TABLE OF CONTENTS A. INTRODUCTION .. .-............................................................................. 1 B. DISSCUSION ..................................................................................... 1 C. CONCLUSION .................................................................................... 1 D. 10 YEAR STORM HYDROLOGY CALCULATIONS .................................. 2-7 E. 100 YEAR STORM HYDROLOGY CALCULATIONS ................................. 8-13 F. DITCH CAPACITY CALCULATIONS .................................................. 14-18 G. EXISTING DRIVEWAY CURB AND GUTTER CAPACITY. ..................... }9-21 H. HYDROLOGY WORKSHEETS AND DATA ........................................ 22-31 I. HYDROLOGY NODE MAP .............................................................. .32-36 A. INTRODUCTION The purpose of this report is to provide 100 year storm hydrology calculations for a proposed single family residence. Also included are capacity calculations for a drainage ditch and existing driveway curb and gutter as shown on the grading plan. The 0.64 acre site is physically located at 4588 Adams Street in Carlsbad, CA. It is geographically located at 3 3 °08' 51" North Latitude and 117° 19' 31" West Longitude. Based on the hydrologic data contained within this report, a system can be constructed to adequately intercept, contain and convey Qioo to the discharge points noted on the Hydrology Map. B. DISCUSSION Runoff resulting from 10 year frequency storms using 6 hour and 24 hour precipitation amounts under post development and pre development conditions are the same. The runoff for both conditions is approximately 1. 9 cfs. Although post development conditions propose more impervious surfaces, a longer time of concentration for the post development runoff decreases the peak flow rate and maintains pre development conditions. Based on the USCS Soil Maps the hydrologic soil classification for the site was determined to be type "D". The methodology used herein to determine Q 100 is rational method. The program utilized is by Advanced Engineering Software (AES). Please refer to Section D for Q100 calculations and other hydrology references. Section contains hydraulic calculations and the Hydrology Map can be found in Section. C. CONCLUSION Based on the calculations contained in this report it is the professional opinion of Pasco Engineering that a system can be constructed to adequately intercept, contain and convey Q100 to the discharge points noted on the Hydrology Map. D. 10 YEAR STORM HYDROLOGY CALCULATIONS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. Hwy. 101, Suite A Solana Beach, CA 92075 Ph. 858-259-8212 Fax: 858-259-4812 ************************** DESCRIPTION OF STUDY************************** * 10 YEAR RUNOFF CALCULATIONS * * APN 206-192-38 * * PRE DEVELOPMENT CALCULATION * ************************************************************************** FILE NAME: 975S.DAT TIME/DATE OF STUDY: 09:55 08/08/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 1.600 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED 0.95 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MODEL* MANNING WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) ===== ================= ====== ====== FACTOR (n) ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE,* **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED= 11.00(MINUTES) INITIAL SUBAREA FLOW-LENGTH= 315.00 UPSTREAM ELEVATION= 165.00 DOWNSTREAM ELEVATION= 60.00 ELEVATION DIFFERENCE= 105.00 NATURAL WATERSHED TIME OF CONCENTRATION= 11.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.535 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 0.66 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====-===================-======-============================================ RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED= ll.26(MINUTES) INITIAL SUBAREA FLOW-LENGTH= 385.00 UPSTREAM ELEVATION= 166.00 DOWNSTREAM ELEVATION= 60.00 ELEVATION DIFFERENCE= 106.00 NATURAL WATERSHED TIME OF CONCENTRATION= 11.26 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.498 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) = 1.23 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 1.09 TC(MIN.) = 1.23 11.26 =============================================-==-=========================== ============================================================================ END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. Hwy. 101, Suite A Solana Beach, CA 92075 Ph. 858-259-8212 Fax: 858-259-4812 ************************** DESCRIPTION OF STUDY************************** * 10 YEAR RUNOFF CALCULATIONS * * APN 206-192-38 * * POST DEVELOPMENT CALCULATION * ************************************************************************** FILE NAME: 975S.DAT TIME/DATE OF STUDY: 10:44 08/08/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 1.600 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED 0.95 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) ====== ====== MODEL* MANNING FACTOR (n) ======= 1 30.0 20.0 0.OlB/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .4500 S.C.S, CURVE NUMBER (AMC II) = 0 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED= 11.26(MINUTES) INITIAL SUBAREA FLOW-LENGTH = . 385. 00 UPSTREAM ELEVATION= 165.00 DOWNSTREAM ELEVATION= 60.00 ELEVATION DIFFERENCE= 105.00 NATURAL WATERSHED TIME OF CONCENTRATION= 11.26 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.497 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .4500 S.C.S. CURVE NUMBER (AMC II) = 0 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED= ll.4l(MINUTES) INITIAL SUBAREA FLOW-LENGTH= 435.00 UPSTREAM ELEVATION= 166.00 DOWNSTREAM ELEVATION= 52.00 ELEVATION DIFFERENCE= 114.00 NATURAL WATERSHED TIME OF CONCENTRATION= 11.41 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.476 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.00 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.476 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) = 0.21 TOTAL AREA(ACRES) = 1.11 TC (MIN) = 11. 41 88 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 0.29 1.29 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE= 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 52.00 DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 30.00 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0,0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section= 0,0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = t.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 9.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.450 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .9000 S.C.S. CURVE NUMBER (AMC II) = 88 11.60 SUBAREA AREA(ACRES) = 0.04 TOTAL AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.86 0.09 1.38 FLOW VELOCITY(FEET/SEC.) = 9.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.47 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 1.00 = 545.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 1.15 TC(MIN.) = 1.38 11.60 ===========================================================================~ ============================================================================ END OF RATIONAL METHOD ANALYSIS E. 100 YEAR STORM HYDROLOGY CALCULATIONS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. Hwy. 101, Suite A Solana Beach, CA 92075 Ph. 858-259-8212 Fax: 858-259-4812 ************************** DESCRIPTION OF STUDY************************** * 100 YEAR RUNOFF CALCULATIONS * * APN 206-192-38 * * PRE DEVELOPMENT CALCULATION * ************************************************************************** FILE NAME: 975S.DAT TIME/DATE OF STUDY: 09:54 08/08/2003 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 2.500 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED 0.95 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) MODEL* MANNING FACTOR (n) ========= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 4. 00 TO NODE 3.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED= 11.00(MINUTES) INITIAL SUBAREA FLOW~LENGTH = 315.00 UPSTREAM ELEVATION= 165.00 DOWNSTREAM ELEVATION= 60.00 ELEVATION DIFFERENCE= 105.00 NATURAL WATERSHED TIME OF CONCENTRATION= 11.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.961 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ===-===-==--==--===-==--==--==--==---=---===-=======-===-=================== RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED= ll.26(MINUTES) INITIAL SUBAREA FLOW-LENGTH= 385.00 UPSTREAM ELEVATION= 166.00 DOWNSTREAM ELEVATION= 60.00 ELEVATION DIFFERENCE= 106.00 NATURAL WATERSHED TIME OF CONCENTRATION= 11.26 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.903 SUBAREA RUNOFF(CFS) = 1.91 TOTAL AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) = 1.91 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 1.09 TC(MIN.) = 1.91 11.26 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. Hwy. 101, Suite A Solana Beach, CA 92075 Ph. 858-259-8212 Fax: 858-259-4812 ************************** DESCRIPTION OF STUDY************************** * 100 YEAR RUNOFF CALCULATIONS * * APN 206-192-38 * * POST DEVELOPMENT CALCULATION * ************************************************************************** FILE NAME: 975S.DAT TIME/DATE OF STUDY: 10:37 08/08/2003 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 2.500 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED 0.95 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) ================= ====== MODEL* MANNING FACTOR (n) ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** -·FLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= ,4500 S.C.S. CURVE NUMBER (AMC II) = 0 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED= ll.26(MINUTES) INITIAL SUBAREA FLOW-LENGTH= 385.00 UPSTREAM ELEVATION= 165.00 DOWNSTREAM ELEVATION= 60.00 ELEVATION DIFFERENCE= 105.00 NATURAL WATERSHED TIME OF CONCENTRATION= 11.26 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.902 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 0.98 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==========--===============-===--====================================-====-- *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .4500 S.C.S. CURVE NUMBER (AMC II) = 0 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED= 11.41(MINUTES) INITIAL SUBAREA FLOW-LENGTH= 435.00 UPSTREAM ELEVATION= 166.00 DOWNSTREAM ELEVATION= 52.00 ELEVATION DIFFERENCE= 114.00 NATURAL WATERSHED TIME OF CONCENTRATION= 11.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.869 SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF{CFS) = 1.57 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =-=====-===--=============================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.869 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) = 0.21 TOTAL AREA(ACRES) = 1.11 TC(MIN) = 11.41 88 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 0.45 2.01 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE= 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ---==---==---==============-===--=========================================== UPSTREAM ELEVATION(FEET) = 52.00 DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) = 14,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9,00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 30.00 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section= 0.0200 *•TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.08 '-. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.65 STREET FLOW TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.822 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .9000 S.C.S. CURVE NUMBER (AMC II) = 88 11. 63 SUBAREA AREA(ACRES) = 0.04 TOTAL AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.77 0.14 2.15 FLOW VELOCITY(FEET/SEC.) = 8.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.67 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 1.00 = 545.00 FEET. --====-===================-===--====-===---===--====-======================= END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 1.15 TC(MIN.) = 2.15 11. 63 ===========================================================================~ ============================================================================ END OF RATIONAL METHOD ANALYSIS F. DITCH CAPACITY CALCULATIONS Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0-75 Concrete Brow Ditch Capacity Worksheet for Triangular Channel c:\haestad\academic\fmw\975south.fm2 D-75 Concrete Brow Ditch Triangular Channel Manning's Formula Channel Depth 0.013 10.0000 % 2.000000 H: V 2.000000 H: V 1.57 cfs 0.29 ft 0.17 ft2 1.30 ft 1.16 ft 0.52 ft 0.004475 ft/ft 9.28 ft/s 1.34 ft 1.63 ft 4.29 Academic Edition 08/08/03 02:01:54 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Discharge D-75 Concrete Brow Ditch Capacity Cross Section for Triangular Channel c:\haestad\academic\fmw\975south.fm2 D-75 Concrete Brow Ditch Triangular Channel Manning's Formula Channel Depth 0.013 10.0000 % 0.29 ft 2.000000 H : V 2.000000 H : V 1.57 cfs Academic Edition 08/08/03 02:02:11 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 ~~ H 1 NTS FlowMaster v5.17 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharae Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Earthen Swale offsite Worksheet for Triangular Channel c:\haestad\academic\fmw\975south.fm2 Earthen Swale Triangular Channel Manning's Formula Channel Depth 0.030 10.0000 % 3.000000 H : V 3.000000 H: V 0.98 cfs 0.28 ft 0.24 ft2 1.79 ft 1.69 ft 0.37 ft 0.024766 ft/ft 4.10 ft/s 0.26 ft 0.54 ft 1.92 Academic Edition 08/08/03 02:02:40 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Discharge Earthen Swale offsite Cross Section for Triangular Channel c:\haestad\academic\fmw\975south.fm2 Earthen Swale Triangular Channel Manning's Formula Channel Depth 0.030 10.0000 % 0.28 ft 3.000000 H : V 3.000000 H : V 0.98 cfs Academic Edition 08/08/03 02:02:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 0.28 ft ~~ H 1 NTS FlowMaster v5.17 Page 1 of 1 G. EXISTING DRNEWAY CURB AND GUTTER CAPACI1Y Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Existing Driveway Curb/Gutter Capacity Worksheet for Trapezoidal Channel c:\haestad\academic\fmw\975south. fm2 Existing Driveway Gutter Capacity Trapezoidal Channel Manning's Formula Channel Depth 0.013 25.0000 % 0.340000 H: V 50.000000 H : V 0.00 ft 2.15 cfs 0.10 ft 0.27 ff2 5.31 ft 5.24 ft 0.21 ft 0.005284 ft/ft 7.89 ft/s 0.97 ft 1.07 ft 6.10 Academic Edition 08/08/03 02:04:14 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 20 FlowMaster v5.17 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Bottom Width Discharge Existing Driveway Curb/Gutter Capacity Cross Section for Trapezoidal Channel c:\haestad\academic\fmw\975south.fm2 Existing Driveway Gutter Capacity Trapezoidal Channel Manning's Formula Channel Depth 0.013 25.0000 % 0.10 ft 0.340000 H: V 50.000000 H: V 0.00 ft 2.15 cfs \ \:, ~=:;;====;;;;;;;;;;;;;;;;;;;;~;J~------------""'.=::i:=:ro:::-.-:10~tt---- j 08/08/03 02:04:19 PM 0.00 ft Academic Edition Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 ~~ H 1 NTS FlowMaster v5.17 Page 1 of 1 H. HYDROLOGY \VORKSHEETS AND DATA 2.2.. -.l ~ ~ . ~~ ~~~ . ~ ~~ ~~ 2.0 ~ ~~ ... :::, 0 ~ ~~ ~ ~~ Q) n c 1.0 ~0.9 ·@on ~ .. ~ ~ 7 .s 0. 0.6 ~ .. 0.5 04 0.2 -.. _ ••.. 5 6 7 8 !I 10 15 20 30 40 50 Minutes Duration , ! 1-i I 1, 1 I · I' i ! I i, .: i i 11 I I I i I ·I' .. 9' I 0 ~ "'O iil 0 6.0 -g; 5.5 QI g- 5.0 :, 4.5 5' 0 4.0 ::r 11) . 3.5 ~ 3.0 2.5 2.0 1.5 1.0 2 3 4 5 (i Hours Intensity-Duration Design Chart • Template Directions for Application: ( 1) From pmcipilation nmps cJclcrmina G hr mid 24 hr amounls for the selected frequency. These maps are included in the County Hydrology Manual (10. 50, and 100 yr maps inducJed in tho Dcsil)n and Procmh1m Mnnual). (2) Adjust G hr prm:ipilaliun (ii nuccssrny) su 11ml ii is wilhin the rango or 45% to 65% or the 24 hr precipil;ilion (1101 appli1::1pl11 lo Oni,olll) . (3) Plot G hr prm;ipil,1lio111111 thu 1iulil :;ido 111 lho d1;11t. (4) Draw a lino throur1h tho point parallel lo tho plullm.l lines . (5) This line is tho intcnsily•d11ratio11 curve ror the location being analyzed. Application Form: (a) Selected frequency -~~--_ year (b) p = l, b in p = '.:!. Q r~·-= 53 %(2) 6 -----··-·• 24 .: .• L -• p 24 (c) Adjusted Pl1> = in. (cl) Ix= ____ .... min. (e) I = _____ . in./hr. Nole: This chart replaces tho lnlcnsily-Duralion-Frequency curves used since 1965. P6 11 1 . 1.5 2 2.5 3 3.5 4 4.5 5 5.5 G Du,alion I : I I I I I I S 21i:l :I.II!, !>.U 6.!>9 /.00 !1:.!2 10!,4 11.86 IJ.ll, 1-1 •l!I 11,111 7 :.!. I:.! ::1.19' 4.2•1. 5.30 6.36: 7 •12· 8.48 9.5-1 10 60 11.66: I:! 1'.! 10 1.68 °25:J0 J:11: 4.21 '5.0!,'5.90° 6./-1. 7.50 1342. 92/ 10.11 15 IJ0°10525fl'J.24..:J.89°•I.M 5.19.!>84 649 1.1:1·1111 20 I 08 ' 1.62 ;>. I 5 2 69 . J :>:J' J l1. 4 :, I . 4.115 . 5 J!I 5 9:1 . 6 ,Iii 25 0.93 • 1.40. 1.87 2.33 2.00' J 27. J 73 C!O 4 67 • 5 1:1 . !, 1.0 30 0.8J !1.24' IGG' 2.07 2.49°?90. J.:li' J.7:1 ◄.If,. 4 r,r,' 4.!18 40 06!1 'I OJ 130· 1.72 20/.:>AI 2 76. :110 :145 :179 4 1:i so o.w:0.00·1.10·149 1n'209·2:19·2.Go·;r90,3;,s 358 so o.53 io.oo· 1.00· 13:1 ,.s9 1 oo· 212 2.:10 2os 202 :i 10 90 0.-11 :o.Gt'oe2 1.02 1.2:1·1.43· 1.GJ· 104 2.0,1· .ur, ~..i:, 120 0.34 ;o51,0.Ge; 0.85, 1.02; 1.19: I :16: I f,J. 1./0, I 87 i!04 150 O,i!9 10.4◄ 0.MI' 0 73 0.00· I 03 I 18 I.:\:! I •11 I 62 I 76 180 0,2G ;o.39;0!>.!;ll.G!i,1>.IH:oo1: I 04: I Ill, I :11. 144' 1 !11 240 0.22;0.33;0,4310.54,0.650.76,0.81,0.08_ 1.08_ 1.10 I.JU :,oo 0.10 n.2a,o.3B10.47 o.r..o o.oo o.75 o.or, o.~'" 1.0:i 11:.1 360 0.11 :o.2r.i 0.:1:1: 0 "·"° 0 r,o' 0 !18° 0 Gl . 0.7!, 0.8-1. 0.9:.!. I UO F _I _c;_ U_R I•:_ 3-1 H111MnVC011nlv Hvd1m1nul1111v Mmumlllnl Dur DHlnn Chnrl FHii _____________________ ------·-·--·----···•----· ·-· -.... -.. -. · ···-- ) JNTENSITY~DURATION OESIG~ CH/\RT Murch 1902 2.0 1.5 >< 1-4 •• -· ·---• • -.. -.-.... ,-_...,,_. . . , ?.1 += .... ,: .... ~ .... ~--.... ~ :+·:-.... : · .... · ---~t-'-: : ..... : .... · ..u. . .u.. t.J.U.~4:.4,.1: ... · .. t-1· ~-"'i'""~».U"Wl~llllll·,_._,-i-J,...=1,_,-L.1 .. ..J.--.J.""'.J.,:U.. L.j.. ·J..L. -UJ.U.J..W,1 I t;: 10 15 20 30 40 50 1 2 3 4 5 6 Minutes '. Hours 0\ I g: C: -s Directions for Application: 1) From precipitation r1aps detennine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolog Manual (10, 50 and 100 yr. maps included int Design and Procedure Manual). 2) Adjust 6 hr. precipitation {if necessary) so that it is within the range of 45% to 65Z of the 24 hr. precipitation.· (Not applicable to Desert) 3) Plot 6 hr. precipitation on the riaht side of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency 100 yr. l) P6 = 2,5 in., P24 ... ,4.0 , *p6 = /;i,!S %* 2) 3) 4) p24 Adjusted *P 6= ______ 1n. t = C min. I=· 1 n/ hr. *Not Applicable to Desert Region APPENDIX XI IV-A-14 COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 10-YEAR 6-H0UR PRECIPITATIOrJ . r-16-ISOPLU\flflLS Of 1Q-YEAR o-noun . r. . 45' ---• ._.\---\I -=== ........ _,.;;:::~-P,,:,-r-"'~........, 1 .._ JO' 2 ~ --'1 "" SAN Cl l,IENT 33° 45' -t-----+-----+---~ --·------·-----· -----.. ·-· Prep, rrd br U.S. DEPARTME T OF COMMERCE ffATIO!':AL OCEANIC AND AT :nSl'IIERIC AD~IINISTRATION . SPECIAL STUDIES DRANCII. OF'F'ICE OF I 'DROLOOY. NATIONAL WEATHER SERVICE 118° 30' 15 I 30' 15 I COUNTY OF SAN DIEGO . DEPARTMENT OF SANITATIO~ & FLOOD CONTROL 10-YEAR 24-HOU1R PRECIPIT ATIOrJ ,-20../ ISOPtUVIALS F 10-VEAR 24-HOUR Pr?ECIPITATIO•~ lrl EUTHS Of AN HiCM ~._I ~, ~~,. 1 .' • # \ I ' l 30 1 -t-----t.--1"-.,--~H-~ SAN Cl fd[NJE 15'-+-----f----t 33° 45 1.,._ ___ .,._ __ ~1---11!2 Prrp, ,cd by U.S. pEPARTME T OF COMMERCE ~ NATIO:tAL OCEANIC AND AT ,IO!ll'IIF.RIC ADMINISTRATION SPl!CIAL STUDIES DRANCII, Ol'flCE 01' I DffOLOOY, NATION~L WEATHER IERYJCI .... -I ::• I -0 118° 45 1 30 1 15 1 117° 15 I I 16° ( } courrrv OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 100-YEAR 6-HOUr PRECIPITATIO~ ,..20./ ISOPI.UVIALS ef 100-VEAR 6-HOUR Pl1ECIPiil\TIOrJ IN Er-JTHS 0~ AtJ H~CII 45 1 i~ I 30' l-1-----1-4---- SAN CL P.:[ 33° 2 45 1 --t-----t-----t---~rl-+.m-"'""',,......~-,,f, 2 ····-• ·---' . . Prepn ,d br U.S. DEPARTMEN 1' OF COMMERCE _) SA • NATIONAL OCEANIC AND /\T, OSPIIEHIC ADllUfllTRATION SPECIAL STUDIES DRANC:H, OFFICE OF II llROLOOY, NATIONAL WEATHER HRYICE 30 1 -1-----t-----1------t--2_0 __ 4-_ 1181 4S 1 30 1 15' . 11r 30 1 ::, 15 I 116° ( COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL ---( I 100-VEl\fl 24-HOllH PllECIPITATION ,-20../ISOPLUVIALS OF 100 -VEAR 24-HOUR PflECIPITATION If.I -Ef:JTltS OF AtJ lfJCH " ~,,-,. -• .rt.1, . · ~:_.1 -50 -0 . • 'I.., -I, .... 30 1 15' r-' SIT£ _33° ,-- ft5 I -·t----, ·J._ ' -~ U.S. DEPARTMl::N I' OF COMMERCE ·· ;\. Prep• ·d br NATIONAL OC"ASIC JINO A1': O!il'lll::MIC AO~IINl:iTRATION • 045 ~ . SP,CIAL nuo,u ""'"cn.3:,"c• o, ~•noLooY, N•T•~--"-1., "'_"_"T_II_ER_s-t-E-RVI_C_E_· ---t-----11-----1-I ----____ ~ H .... I ')a. I -30' JO' t; .... ... () <.J) () 0 () - -rt,. ~' '\1'1i,;J°~ "l 1·. ,: • ..... 330 07' 30,. '-----------------r---------:--:::-:-:,:---=:--r-=---------------__;~11:s.....2J11.L:..l.:::&!:~:::IG:~-·t.;.;:.._, .. ...;.~..:,;'.J,;:,;::~~;}~:~~i, 117" 22' 30" I 660000 FEET R. 5 w. J R. 4 Uoin: Soil Survey by USDA, Soil Conservation Service in cooperation with the University of California Agricultural Experiment Station. l'hotobnHo cumpilo<l IU70 from 1007-08 oorinl photogmphy. Control from USGS and USC & GS. Polyconic projection.1927 North American datum. 10,000-foot grid based on California plane coordinate system, zone 6. Land division comers are approximate. This map Is on~ ol TABLE 11. --INTERPRETATIONS FOR LA.'iD MANAGEMENT--Continued - nG oC rC rC2 rD rD2 rE2 uC uE nA nB oA sA cc c02 aE2 .aE3 .cE .cE2 .cF2 ,dE .dG .ec • eC2 . eo • e02 . eE . eE2 Soil Holland stony fine sandy loam, 30 to 60 percent slopes. Holland fine sandy loam, deep, 2 to 9 percent slopes. Huerhuero loam, 2 to 9 percent slopes------------------- Huerhuero loam, S to 9 percent slopes, eroded----------- Huerhuero loam, 9 to 1S percent slopes------------------ Huerhuero loam, 9 to IS percent slopes, eroded----------- Huerhuero loam, 15 to 30 percent slopes, eroded---------- Huerhuero-Urban land complex, 2 to 9 percent slopes: Huerhuero-------------------------------------------- Urban land------------------------------------------- ~uerhuero-Urban land complex, 9 to 30 percent slopes: Huerhuero-------------------------------------------- Urban land------------------------------------------- Indio silt loam, 0 to 2 percent slopes------------------- Indio silt loam, 2 to 5 percent slopes------------------- Indio silt loam, saline, 0 to 2 percent slopes----------- Indio silt loam, dark variant---------------------------- Kitchen Creek loamy coarse sand, S to 9 percent slopes. Kitchen Creek loamy coarse sand, 9 to 15 percent slopes, eroded. La Pesta loamy coarse sand, 5 to 30 percent slopes, eroded. La Posta loamy coarse sand, 5 to 30 percent slopes, severely eroded. La Pesta rocky loamy coarse sand, 5 to 30 percent slopes. La Posta rocky loamy coarse sand, 5 to 30 percent slopes, eroded. La Pesta rocky loamy coarse sand, 30 to 50 percent slopes, eroded. La Posta-Sheephead complex, 9 to 30 percent slopes: La Posta--------------------------------------------- Sheephead-------------------------------------------- La Posta-Sheephead complex, 30 to 65 percent slopes: La Posta--------------------------------------------- Sheephead--------------------------------------------- Las Flores loamy fine sand, 2 to 9 percent slopes--------- Las Flores loamy fine sand, S to 9 percent slopes, eroded. Las Flores loamy fine sand, 9 to 15 percent slopes-------- Las Flores loamy fine sand, 9 to 15 percent slopes, eroded. Las Flores loamy fine sand, 15 to 30 percent slopes------- Las Flores loamy fine sand, 1S to 30 percent slopes, eroded. '..eE3 Las Flores loamy fine sand, 9 to 30 percent slopes, ~ severely eroded. ~ Las Flores-Urban land complex, 2 to 9 percent slopes: Las Flores-------------------------------------------- Urban land-------------------------------------------- See footnotes at end of table. Hydro-Erodibility logic group C C D D D D D D D D D C C C C B B A A A A A A C A C D D D D D D D D D Severe 1----- Severe 16---- Severe 9----- Severe 9----- Severe 9----- Severe 9----- Severe 9----- Severe 16 Severe 16 Severe 16 Severe 16 Severe 2----- Severe 2----- Severe 2----- Severe 2----- Severe 2----- Severe 2----- Severe 1----- Severe 2----- Severe 2----- Severe 1----- Severe 1----- Severe 2----- Severe 2----- Severe 2----- Severe 2----- Severe 2----- Severe 2----- Severe 2----- Limitations for conversion from brush to grass Moderate. Slight. Slight. Slight. Slight. Slight. Slight. Slight. y Slight. i! Slight. i! Severe. y Moderate. y Moderate. y Moderate. y Moderate. 4/ Moderate. !/ Moderate. 4/ Moderate. !J Slight. Slight . Slight . Slight . Slight . Slight . Severe. 35 TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBANl Land use A Residential: Single Family .40 Hui ti-Units .45 Hob f J e h~mes .45 Rural (Jots greater than 1/2 acre) .30 Comnerci al (2) • 70 80% Impervious Industrial (2) • Bo 90% Impervious NOTES: Coe ff i c.l:!! ~ _f Soi I Grpup (1) B C .45 .so .so .60 .so .55 , 35 .40 • 75 .80 .as .90 CD ® .70 .65 • 85 .95 (l)Soil Group maps 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°/o or 90%, the values given for coefficient C, may be revised by multiplying 80°/o or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be Jess than 0.50. For example: Consider convnercial property on D soi J..group. Actual imperviousness =-50% Tabulated imperviousness=-80% Revised C • 50 x 0.85 • 0.53 Bo IV-A-9 APPENDIX I X-B Rev!.· ·S/81 I. 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