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HomeMy WebLinkAboutCDP 2017-0018; POLZIN RESIDENCE; HYDROLOGY AND HYDRAULICS REPORT; 2017-08-01HYDROLOGY AND HYDRAULICS REPORT DA TED 8/1/17 FOR Polzin Residence Owner: Joe & Dee Polzin 39408 Cardiff Ave., Murrieta, CA 92563 Phone:951-757-1297 LOCATION: Adams Street, Carlsbad, CA 92008 APN: 206-180-40 PREPARED BY: SPEAR & ASSOCIATES, INC. CIVIL ENGINEERS AND LAND SURVEYORS 457 Production Street San Marcos, CA 92078 PHONE: (760) 736-2040 .£1.UG t13 ;'.o,; CITY OF C , ~~/\D PLANNING 01 v 1~:oN DECLARATION OF RESPONSIBLE CHARGE I, HEREBY DECLARE THAT I AM THE CIVIL ENGINEER OF WORK FOR THIS PROJECT, THAT I HA VE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THIS PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONAL CODE AND THAT THE DESIGN IS CONSISTENT WITH CURRENT DESIGN STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. I I { Danny Abada Registered Civil Engineer Spear & Associates Inc. 8/1/17 DATE TABLE OF CONTENTS I. INTRODUCTION II. DISCUSSION/CONCLUSION SUMMARY OF FLOW RATES ATTACHMENTS A. LOCATION MAP B. HYDROLOGY/HYDRAULIC CALCULATION C. DRAINAGE AREA MAP 1 1 1 2 4 21 I. INTRODUCTION This hydrology report was prepared for the Polzin Residence, located on Adams Street, Carlsbad, CA 92008. APN: 206-180-40. The proposed consists of developing a single family residence in an existing 0.35 acre vacant lot. The site was previously graded and is mostly bare. The topography slopes in a southwesterly direction with elevations ranging from approximately 123 to 87. A 0.33 acre offsite drainage area, from the adjacent property to the north, drains through the site towards Adams Street The development will substantially maintain the existing drainage patterns of the site. The site flow will connect to a new private drain which will direct the flow to a rain garden planter area for treatment and then discharge into Adams Street. The offsite flow will be directed through a drainage swale into a private drain running along the northern and westerly boundaries of the site and discharge towards Adams A venue. The total drainage continues approximately 700' southwesterly though adjacent natural swales towards Agua Hedionda Lagoon, then west approximately 0.8 miles to the Pacific Ocean. We have used the County of San Diego Hydrology Manual to determine the run-off from the site for the 100-year storm event. Based on the soil hydrologic group map of the County Hydrology Manual, the project soil uniformly consists of type B across all sub areas. Runoff Coefficients for Undeveloped Areas figure 819.2A from the Caltrans Storm Water Handbooks was used to evaluate the existing runoff coefficient because the site was previously graded, is mostly bare and does not conform to the typical undisturbed natural areas. Peak inflow rates were calculated using the rational method. Times of concentrations were calculated using the Manning's and Kirpich equations to obtain velocities for average peak Q 100 flow rates. II. DISCUSSION/CONCLUSION This project will not significantly alter existing drainage patterns along the site or divert runoff from existing conditions. Total 100-year post development peak runoffs from the site will not exceed the pre-development rates. This was achieved with lower onsite flow velocities and increased times of concentration. Summary of pre and post development flow rates ( c fs) 100-yr Storm Event Flow Rate (cfs) Off site ( pre and post dev) 1.2 Total Pre-Development From Site 1.3 Total Post-Development From Site 1.0 ATTACHMENT A 2 \ . ATTACHMENT B 4 Post-Development REACH TC C A Offsite 0 5 0.47 0.33 A 7.3 0.53 0.16 Rational Method, 1 00yr Event Q=CIA Q cfs 0.16 0.16 2.92 7.69 1.2 0.08 0.08 2.92 6.03 0.5 to new drain L= 246' V= 5.3 ft/s , T = 0.8 , ITC= 8.10 8 7.3 0.53 0.19 0.10 0.10 2.92 6.03 0.6 A&B Total Onsite 8.1 0.35 0.19 2.92 5.64 1.0 Pre-Development REACH TC C A Q cfs Offsite 0 5 0.47 0.33 0.16 0.16 2.92 7.69 1.2 Onsite 5 0.47 0.35 0.16 0.16 2.92 7.69 1.3 5 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 0.6 0.5 0.4 0.3 0.2 0.1 r--. ·, ... ~ l'.["r,.. "1' ... "' " I~"'-_!', I', .. . ' .. "' "'r-,. ""r,.. '"'r-, I"',._ I',. r--. ' ....... " "' . "I'> r-,.,.. •r-, ·~ .. ... , ... ,. ... " ... ,. r-, . ' " .... "'"'• ~ ... • ... I',. '!'o ~ I', r--,"' .. ,. ..... ..... I',."'-~ ' • .. i"-. ... , I"'!', ,. ,. " • ..... ,.,. .. ,. '-r,.. ", ~ ·, ' ,. ... ,.. .,. .. "'r-. ..... ,. .,. . ,. ..... ..... ,.,. r-.. r-.,. '!'o ~ ~ ·r-. ••• .. ,. ..... .... , ,. .,. '"' "', ,. ..... "'· .,. ... , • ,. ... , .. ,.., .,. "', ..... ... .. .... ,. .... .... ,. ~ a • t . m -I I I I I I II i\1111 I I II 5 6 7 8 9 10 15 20 30 40 50 Minutes Duration I = I = p6 = D = 1H I EQUATION 7.44 P6 o·0.645 Intensity (in/hr) 6-Hour Precipitation (in) Duration (min) "-r,.. ~ ........ "'" ""k "' "'' "" 1, ' I• """""' "' ' I"' "'i,,. i.. I'-." .,.~ ,. 'i,,. i-.,.. .. I'-." i-..._ i.. • -.. ~ 'r-.. i...,, .. .. ,., .. ! • .. i. . ' i -,.. ,.. .. ""i,,.. 1'i... ~ , .. I ""' ,. 1. l'-.i,,., I 1-.i,. ·~ "" I ' ~H,.i,. ~ .. 1, " .J "' ~ ,. .. ! ..... , I '-.. I ,, • • ~ • I i I I 1111111 I i 11111, I I 1111 I 2 3 4 5 6 Hours Cf :r 0 ~ 1) m 0 6.0 'g 5.5 ~ 5.0 g 4.5 '§' 0 4.0 15 3.5 ,e 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: 100 (a) Selected frequency ___ year (b) P = 2. 92 in., P = 5. 05 P6 = 58 o/P> 6 --24 --•p24 -- (c) Adjusted P6<2l = __ 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 2.·s · a· · a.s 4 4.5 _5 5:s s Duration I . I I I • I • f I I · 1 I ---I ... 5 2.63 J3,95: 5.27: 6.59 J.90; 9.22, 10.54, 11.86: 13.17; 14,49, 15.81 7 2.12 ;3.184.24 5.30 6.36,7.428.48 9.54 10.60!11.66.12.72 10 ·1.s8··2.s:/ 3.37. 4.21 · s:os · 5.90· s.74 7.58 · 8.42 • 9.21 · 10.11 15 1.30. 1_95" 2_59' 3.24-:f59:4_54' 519 -,f84. (f49: 7.13. 7.78 20 -,-_rnfT62~2:,s·2:13s·3_2:n1.n· 4.31 · 4.as· s.39 I 5.s3··s.46 2s o.93 · 1.40· 1.91· 2.aa · 2.ao' a.21:fi:f··;r20··4_siis:13· s.60 30 0.83 : 1.24: 1.66: 2.07: 2.49) 2.90; 3.32.: 3.73.: 4.15: 4.56: 4.98 40 0.69 1.03; 1.38 1.72 2.07 2.41 2.76 ; 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 , 3.58 60 o.53 ·0.80' 1.00· 1.33 · 1.s9· 1.86-2.12 · 2.39 · 2.65 · 2.92 3.10 90 0.41 . 0.61° 0.82. 1.02 1.23. 1.43 1 63 1.84 . 2.04 2.25 2.45 120 o.34 · o.s1 :o:aa: o.'85 ·1.02: us -1.36 -1.53 · 1.10 · 1.81 · 2.04 1so 0.29 jo.44jo.ssj o.73 :o.sa: 1.03: 1.1a · 1.32: 1.47 · 1.62: 1.76 1ao 0.26 J0:39t0.52. o.ss_o.78;0.9J: 1:04; 1.1a .. L31 _ 1.44 __ 1.57 240 _0.22 j0:33.: 0.43; 0.54 _ 0.65 j 0.76, 0.87 . 0.98 j 1.08 . 1.19 . 1.30 300 0.19 :0.28:0.38: 0.47 0.56:0.66_ 0.75. 0.85 j 0.94 _ 1,03. 1.13 360 0.11 :0.25 o.331 o.42 o.5o o.58 o.67 o.75; o.84 o.92 1.00 FIGURE ~ Precipitation Frequency Data Server Page 1 of 4 r5l\ ~ NOAA Atlas U, Volume 6, Version 2 Location name: San Diego, Californla, USA* Latitude: 33.0506°, Longitude: -117.1139° Elevation: 614.54 ft** • source: ESRI Maps •• source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, LIiiian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, lshani Roy, Cart Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, L~Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Servica, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular I PCS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 I C.::::-J Average recurrence interval (years) I t:::"11 1 11 2 11 5 11 10 11 25 11 50 11 100 11 200 11 500 11 1000 I r;-::--i~.116 0.146 0.185 0.218 0.264 0.300 0.338 0.377 ~ ~ (0.098-0.139) 0.122-0.175) (0.155-0.223) (0.181-0.265 (0.212-0.333) (0.235-0.387) (0.258-0.447 (0.280-0.514) ) === 10 · 09 0.266 0.313 0.379 0.430 0.484 0.541 -mm -0.251) (0.223-0.320) (0.260-0.380 (0.304-0.477) 0.338-0.555) 0.370-0.640 (0.401-0.737) ) 15 · 0.201 0.252 0.321 0.378 0.458 0.521 0.586 0.654 5 ·mm o.169-0.241 0.212-0.303 o.269-0.387' 110.314-0.460' lco.367-0.577 o.408-0.671 0.447-0.774' (0.485-0.891 le ~==~I~===::::::::::!:~~=====!:; ~ 0.281 0.352 0.448 0.528 0.639 0.727 0.817 71 0.913 1.05 1.15 L.:::.'.'..'.:J (0.236-0.337) (0.296-0.423J (0.376-o.54oJ C0.439-0.642 co.513-o.8o5J co.510-0.936) co.624-1.08) II co.611-1.24J (0.741-1.49) co.181-1.10) 60.min 0.425 0.533 0.678 0.799 0.967 1.10 1.24 1.38 1.58 1.74 (0.358-0.510) (0.448-0.640 (0.568-0.817) (0.664-0.971 (0.775-1.22) (0.862-1.42) (0.944-1.64) (1.02-1.88) (1.12-2.25) (1 .19-2.57) 2 h 0.603 0.755 0.959 1.13 1.37 1.55 1.75 1.95 2.23 2.46 • r (0.508-0.723) (0.635-0.907) (0.804-1.16) (0.938-1.37) (1 .10-1.72) (1.22-2.00) (1.33-2.31) (1.45-2.66) (1.58-3.18) (1 .68-3.64) ~ o.732 o.917 1.16 I 1.37 II 1.66 II 1.88 I 2.12 ,,2.37 I 2.11 II 2.99 I ~IC0.617-0.878 (0.771-1.1 Ol 10.976-1.401 (1.14-1.67) (1 .33-2.09) (1.48-2.43) 11.62-2.80\ M.76-3.23) (1 .92-3.86) (2.04-4.42) ~ 1.01 1.26 I 1.60 I 1.89 2.28 2.59 2.92 " 3.26 3.74 4.12 ~ (0.848-1.21) (1.06-1.52) (1.34-1.93) 11.57-2.29) (1.83-2.88) (2.03-3.34) (2.23-3.86) (2.42-4.44) (2.65-5.32) (2.81-6.08) ~ 1.38 1.73 2.20 2.59 3.13 71 3.56 4.00 4.~ 5.11 5.62 l..'..::..J (1.16-1.65) (1.45-2.08) (1.84-2.65) (2.15-3.15) (2.51-3.95) II (2.79-4.58) (3.06-5.29) c:u<-6.08) (3.62-7.28) (3.84-8.30) ~ 1.72 2.17 2.77 3.27 3.95 4.50 5.05 "" 5.64 6.45 7.09 ~ (1.52-1.99) 11.91-2.52) (2.43-3.22) (2.85-3.82) (3.34-4.77) (3.73-5.53) (4.09-6.37) (4.45-7.29) (4.89-8.68) (5.21 -9.86) r-::-=:7 2.10 2.67 3.43 4.07 I 4.95 I 5.64 6.36 I 1.12 II 8.17 II 9.01 I ~ (1 .85-2.43) (2.35-3.091 13.02-3.981 13.55-4.761 (4.18-5.97) (4.68-6.951 15.16-8.021 (5.62-9.21) (6.20-11.0) (6.62-12.5) r-::-=:7 2.35 3.01 3.90 4.65 5.69 6.61 7.37 I 8.27 I 9.63 10.6 ~ (2.07-2.72) (2.65-3.49) (3.43-4.531 (4.06-5.44) (4.81-6.87) (5.40-8.02) (5.97-9.28) (6.53-10.7) (7.23-12.8) (7.73-14.6) ~ 2.57 3.32 4.32 6.16 6.34 7.27 8.24 9.26 10.7 11.8 ~ (2.27-2.98) (2.92-3.84) (3.80-5.02) (4.50-6.04) (5.36-7.65) (6.02-8.95) (6.67-10.4) (7.30-12.0) (8.11 -14.4) (8.69-16.4) ~ 3.01 3.90 6.10 6.11 7.51 8.63 9.79 11.0 12.7 14.1 ~ (2.66-3.49) (3.44-4.52) (4.48-5.93) (5.33-7.15) (6.35-9.07) (7.15-10.6) (7.93-12.3) (8.70-14.3) (9.67-17.1) (10.4-19.6) ~ 3.36 4.37 5.73 6.86 8.46 9.73 11.0 12.5 14.4 16.0 ~ (2.96-3.89) (3.85-5.06) (5.03-6.65) (5.99-8.03) (7.15-10.2) (8.06-12.0) (8.95-13.9) (9.82-16.1) (10.9-19.4) (11.7-22.2) r::-=7 4.11 5.39 7.12 8.57 10.6 12.2 13.9 15.7 18.3 20.3 ~ (3.62-4.75) (4.75-6.24) (6.26-8.27) (7.48-10.0) (8.97-12.8) (10.1-15.1) (11.3-17.5) (12.4-20.3) (13.9-24.6) (14.9-28.2) 1 30 d Ii 4.97 I 6.56 8.71 10.6 13.1 15.1 17.2 19.4 22.6 25.2 • ay R (4.38-5.75) (5.78-7.60) (7.65-10.1) (9.17-12.3) (11 .0-15.8) (12.5-18.6) (13.9-21.7) (15.3-25.1) (17.2-30.4) (18,5-35.0) 6.89 7.80 10.4 12.6 15.7 18.1 20.7 23.4 27.3 30.5 9-6.81) (6.87-9.04) (9.14-12.1) (11.0-14.7) (13.2-18.9) (15.0-22.3) (16.8-26.1) (18.5-30.3) (20.7-36.8) (22.4-42.31 6.83 9.05 12.1 14.6 18.2 21.1 24.2 27.5 32.1 35.9 2-7.90) (7.98-10.5) (10.6-14.0) (12.8-17.1) (15.4-22.0) (17.5-26.0) (19.6-30.5) (21.7-35.5) (24.4-43.2) (26.4-49.8) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers In parenthesis are PF estimates at lower and upper bounds of the 90% confidence Interval. The probability that precipitation frequency estimates (for a ~iven duration and average recurrence Interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not lchecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more Information. Back to Top 7 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htrnl?lat=33.0506&lon=-117.1139&dat... 7/5/2017 Precipitation Frequency Data Server 40 35 --30 :§ .J::. 25 a. QI -0 C: 20 g rl 15 a. v e:' IL 10 5 0 C: E .;, PF graphical PDS·based depth-duration-frequency (DDF) curves Latitude 33.0506°, Longitude: ·117.1139° .. ~· .. ! ..•. , ..•.. :· .. \o •••'•••:• ,. "··· -;···: .... ................ . . :• .. •... ., . . . . ,. . -: .. C: C: C: C: ... ... ... ... E E E E .J::. .,:; .J::. .,:; N ,;, oh ,.:. 6 .;, ~ f8 .... .... .... Duration ... >, .,:; .,, ~ -0 N ' ... ... . ... .. >,>, >, >, .,, .,, .,, .,, -0-0 -0 "'O ""~ r!-0 .... >, .,, -0 6 N >, >,>, .,, .,, .,, "9 "'O "'O ~ ~g 40 .------,-----r---.-------,---......----,.----,-----,-----, 35 § 30 £ 25 0.. QI -0 g 20 ;:, rl 5.. 15 ·.:; ~ 10 5 ··=··· '· . -~ .... •• ••i • I• . :-- 5 10 25 50 100 200 500 Average recurrence interval (years) NOAA At.las 14, Volume 6, Version 2 Created (GMT): Wed Jul 5 17·21.04 2017 Back to Top Page 2 of 4 Average recurrence Uller.'31 (years) -I 2 -5 -10 -25 -50 -100 -200 -500 -1000 Duration 5--m,n -2--day -10-fflln -l --<1ay 15-min -4--day -3Cknln -7--day -60-m,n -teklay -2--nr -20-<lay -J--nr -30-<lay -6-nr -45--<lay -12--hr -60--day -24--l"lr 8 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.0506&1on=-l l 7. l l 39&dat... 7/5/2017 Precipitation Frequency Data Server ..antaFe I S°Mtaelarita a Oxnard 0 Maps & aerials Small scale terrain 3km 11ml ~ .Del Dios C I -·-I Large scale terrain Los 0Angeles • Ensenada Large scale map Rlvenlde C~f,mlll Cit/ Salton Su Long Beacho Anaheim S,1nt.1 Ana P.llmt>lnd10 Oe!icrl 100km i-----~d~mi l:loc1 n,lde -·-Sanl Oltg~ Tijuana Ensenada 0 Page 3 of 4 ---- 9 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.0506&lon=-117. l 139&dat... 7/5/2017 Precipitation Frequency Data Server Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Seivice National Water Center 1325 East West Highway Silver Spring, MD 2091 O Questions?: HDSC.Questions@noaa.gov Disdaimer Page 4 of 4 10 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33 .0506&lon=-117. l l 39&dat... 7/5/2017 San Diego Comity Hydro~ !Y1mual Date_: June 2003 Talle3-l Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Lsm'l!Use, Runoff Coefficient "C" SoilType NRCS Elements Elemeats %IMPER A B Undis1mbed NB.luFal Tenain (Natmal) PeIIJDSMnt Open Space oa 020 0.25 Low Density R.esidenlisl (IDRJ R.esid'euti.11, 1.0 DU/A or less 10 0.27 0.32 Low Density Residential (IDRJ Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density R.e!iidentisl (IDRJ R.es:i.demia1, 2.9 DU/A or less 25 0.3.8 0.41 Medimn Density Residential (YDR) Res:ideDtial, 4.l DU/A or less 30 0.4] 0.45 Medium I>ensily R.esi.de!rtial (YDR) R.e.sidential, 7.l DU/A or less 40 0.48 0.51 Medium Demiry ResideutiaI (YDR) R.e.s:i.delJtw, 10.9' DU/A or less 45 0.52 0.54 Medium Density Residential (YDR) Residelitia1, 14.5 DU/A or less :SO 0.55 0.5& High Dellsity Readenti,al (HDR) R.esid.emtial, 24.0 DU/A or less 65 O.l'515 0.67 High Density lwidential (HDR) Re>idential, 43.0 DU/A or less 80 0.7,15 0.77 Commercialllndus (N. Com) Neigllborhood CommeJJcial 80 0.76 0.77 COllJilll!Kial/J (G. Com) Gen.e:ral C-omnmtial &5 OJID O.BO CommertisJ/lndus (O..P. Com) Office Professiana.l/Co:mme«i 90 0.&3 0.84 Commercialllndus (Lim:itM l ) Llmited Jndnstrial 90 0.&3 0.84 Commercialllndus Genera] I. Gen.era! Indmttial 95 O..S-7 0.&7 C 030 0.3.15 0.42 0.45 0.48 054 0.51 0.60 0.69 0.78 0.7.8 0 . .81 0..84 0..84 O..S-7 3 6of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.791 0.19 0•.82 0.&5 0Jt5 0.&7 •ne nmes assoc:ia1l!d \\iitb 0% impervious may be 11SM for din!ct caknlatian of the nmoff coefficient as descn"bed m Section 3.12 (1'e'J!Rsl!Uling the pem.ot1S nmoff coefficient, Cp, .foc fbe soil type), or for areas that-will TI!ID.3in mlilli.smrbed. in perpetuity. Just:ificanon. 1llllSt be gi\re-n tlut fue 3ml will remain nsruraI forever (e.g., tbe a.tea is locaml in. Cle:veJmd Nltiooal F~). DU/A= dwellin,g units per acre NRCS = National Ri!Somces Consenratinn Servic_e 11 5 100ft BMP Sizing Calculator HYDRO UNIT NAf .E CARLSBAD HYDRO AREA NAME Agua Hedionda HYDRO SUBAREA NAME Los Mon os HYDRO BASIN NUMBER 904 .31 HYDRO S01L GROUP B RAIN GAUGE BASIN Ocean side Basin Zoom to 12 Relief Soil Figure 819.2A Runoff Coefficients for Undeveloped Areas Watershed Types Extreme High Normal .28 -.35 .20 -.28 .14 -.20 Steep, rugged terrain Hilly, with average Rolling, with average with average slopes slopes of l Oto 30% slopes of5 to 10% above 30% Low .08 -.14 Relatively flat land, with average slopes ofO to 5% Infiltration .12 -.16 .08 -.12 .06 -.08 .04 -.06 No effective soil Slow to take up Normal; well drained High; deep sand or cover, either rock or water, clay or light or medium other soil that takes thin soil mantle of shallow loam soils of textured soils, sandy up water readily, negligible low infiltration loams, silt and silt very light well infiltration capacity capacity, imperfectly loams drained soils or poorly drained Vegetal .12 -.16 .08 -.12 .06-.08 .04 -.06 Cover No effective plant Poor to fair; clean Fair to good; about Good to excellent; cover, bare or very cultivation crops, or 50% of area in good about 90% of sparse cover poor natural cover, grassland or wood-drainage area in less than 20% of land, not more than good grassland, drainage area over 50% of area in woodland or good cover cultivated crops equivalent cover. Surface .10 -.12 .08 -.10 .06 -.08 .04 -.06 Storage Negligible surface Low; well defined Normal; High; surface stor- depression few and system of small considerable surface age, high; drainage shallow; drainageways; no depression storage; system not sharply drainageways steep ponds or marshes lakes and pond defined; large flood and small, no marshes plain storage or large marshes number of ponds or marshes. Given An undeveloped watershed consisting of; Solution: I) rolling terrain with average slopes of 5%, Relief 0.14 2) clay type soils, Soil Infiltration 0.08 3) good grassland area, and Vegetal Cover 0.04 4) normal surface depressions. Surface Storage .Q...QQ C= 0.32 Find The runoff coefficient, C, for the above watershed. Pre-Developed Project Conditions: (Site Previously Graded & Mostly Bare) Relief (14%) = 0.21 Soil Infiltration (type B) = 0.06 Vegetal Cover (mostly bare)= 0.1 Surface Storage (negligible)= 0.1 Pre-Development Runoff C = 0.47 Caltrans Storm Water Quality Handbooks SWPPP/WPCP Preparation Manual February 1, 2003 Computation Sheet for Determining Runoff Coefficients 1 of 1 13 Runoff Coefficient Adjustment Post Development Area Total Area Impervious 15322 6663 43% Total Area Breakdown Roof 3517 Hardscape 600 pvmt 2546 Landscape 8659 15322 C = 0.90 x (% Impervious) + Cp x (1 -% Impervious) % impervious = 43% Cp = 0.25 (Table 3.1, soil type B, 0% impervious, County Hydrology Manual) C = 0.53 14 Initial Average Location slope% Initial L (ft) Pre Dev. Onsite Post Dev. A Initial TC (Figure 3-3) 14 1 T min= 1.8(1.1-C)D 112 81,3 80 50 Overland Flow (Pre-Development) Kirpich Formula Tc min= (11.9L3/~E)°'385 I •• ITC mt1a Initial T (min 4.2 7.3 Time of Concentration Additional TC A verage Mannings (travel time) Add'I L (ft) slope% area (ac) Q (cfs) V (ft/s) Inc. T (min) total T (min) (5 minutes min) * Est. Average Q 105 14 (Kirpich Formula) 0.6 5.0 85 1 7.3 Pre-Dev Post-Dev Initial TC Onsite DMAA1 C= 0.47 0.53 D ft= 80 50 S%= 14 1 T= 4.21 7.25 Pre-Dev ~E ft= 15 L Feet= 105 L miles= 0.019886 T hours= 0.009911 T min= 0.59 15 EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) =1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T= 1.8(1.1-C)VD 31fs· Rational Formula -Overland Time of Flow Nomograph flGURE 3-3 .6.E Feet 5000 4000 Tc Tc L .6.E = = = = EQUATION (1~~3)°.385 Time of concentration (hours) Watercourse Distance (miles) Change in elevation along effective slope line (See Figure 3-S)(feet) 3000 Tc Hours Minutes 2 60 300 50 200 40 L MIies Feet 30 100 20 18 3000 16 0.5 ' ' 14 2000 ' ' 12 30 1800 ' 1600 ' 10 1400 ' 9 1200 8 20 1000 900 7 800 6 700 600 5 10 500 4 400 300 3 5 200 .6. E L Tc SOURCE: California Division of Highways (1941) and Kirpich (1940) Nomograph for Determination of Time of Concen1ratlon (Tc) or Travel Time (Tt) for Natural Wa1ersheds F IG U RE ~ 17 Channel Report Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. TC Velocity Pipe Flow A to B Average Slope Circular Diameter (ft) = 0 .83 Invert Elev (ft) = 100.00 Slope(%) = 2.00 N-Value = 0.009 Calculations Compute by: Known Q Known Q (cfs) = 0.50 Elev (ft) 0 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Grit Depth' y C (ft) Top Width (ft) EGL (ft) 1 Wednesday, Jul 5 2017 = 0.19 = 0.500 = 0.09 = 5.32 = 0.83 = 0.31 = 0.70 = 0.63 Section 18 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Areas A & B Pipe Capacity Cale. Circular Diameter (ft) Invert Elev (ft) Slope(%) N-Value Calculations Compute by: Known Q (cfs) = 0.83 = 100.00 = 2.00 = 0.009 Known Q = 1.00 Elev (ft) 0 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Ye (ft) Top Width (ft) EGL (ft) Wednesday, Jul 5 2017 = 0.27 = 1.000 = 0.15 = 6.54 = 1.01 = 0.45 = 0.78 = 0.93 Section 19 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Offsite Flow Pipe Capacity Circular Diameter (ft) = 0.67 Invert Elev (ft) = 100.00 Slope(%) = 7.14 N-Value = 0.009 Calculations Compute by: Known Q Known Q (cfs) = 1.20 Elev (ft) 0 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Grit Depth, Ye (ft) Top Width (ft) EGL (ft) 1 Tuesday, Aug 1 2017 = 0.23 = 1.200 = 0.11 = 11.14 = 0.84 = 0.52 = 0.64 = 2.16 Section 20 Reach (ft) ATTACHMENT C 21 PARCEL 1 PM 792 PARCEL A PM 16064 / FD. J/4" /ROH PIPf, OP/ / r l 10 f 1 IN01 • 10 FF£T GRAPHIC SCALE f LEGEND AND ABBREYJATIONS ----PROffRTY UN£ e F'OUNO MONUME:NT AS NOTE:0 --HIO--E:XISTING CONTOURS AT 2' INTE:RVAI.S ~ E:DGE: OF ASPf-lAI.T PA'ANC AC 8UC Ctf CONC WC FD PM pp TOE: TOP TW 11'1,f ASPf-lAI.T CONCRE1F: BLOCK CHAIN UNK FENCE CONCRE:TE: E:UCAI.YPIVS TREE F'OUNO PAR<:n MAP POll£1l POL£ TOC OF SI.OP( TOP OF SI.OPE: TOP OF WALL WATE:R 1,f(TE:R BENCH MARK IIEll MONUl.1£NT IN CE:NTE:R OF Bl/LB CIJL-OC-SAC AT TH£ SOUTHE:AST £NO OF SYME: ORI>£ STAMPfO "LS 1162", PT. NO. 119 PER RE:CORD OF SURYE:Y 17:171. E:LE:VATION, 125.950 FffT (NAVO BB) GENERAL NOTES 1·> ~~0~l..l:°1:o ~ 'f,l~W>£r" " ORAl+ING ro BE: f'IUI) BY ORalELE: SUR',£Y1NC. INC. 2.) ASSESSOR'S PARCEL NUMBER: 206-180-40. .1.) LOT ARE:A: 15,.322 SOUARE: f'ffT / 0..35 ACRE:. X ...... LOT 10 BLOCK C MAP NO. 2152 / / , .. .., -t, •1,1.20 / / / / /XlO!IJII / / / / / / .,.,., I I I / / // PORTION / oF,,,.,-CoT C 11 ---.,auo.,..,,,...,,,..,... / 2152 // / /. / TC FLOW PATH / // L= 185'/ /. /' / / / / / / / ...,. / '/ / I / / •tt.ll I I I / aue PRE-DEVELOPMENT DMA PLAN "' ~! ~ ~"' -~ iS "' ~8 >-w CX) > 0 0:: 0 ::) 1-N (I) w CJ) u w 0:: <( I 1-U Q_ (I) <( -(/) 0 0:: 2 <( C) 0 <( CD Q_ 0 (/) 0 <( ci I-<( ~ u ~ I SHlIT NO. 1 1 r,: / 1¥l&lffi©~l1 & [¥)1i:li] ~®@®~ FD. 3/4" IRON PIPE, OPEN / / / / / No. 3 BACKING ROCK, 6" THICK OVER GEOTEXTILE FABRIC. GEOTEXTILE FABRIC COMPACTED SUBGRADE 3.0' 1 •,694 SQ FT II I ! I I • ROCK LINED SWALE NO SCALE • ALL ROOF DRAIN RUNOFF SHALL EVENTUALLY BE DRAINED THROUGH LANDSCAPING PRIOR TO LEAVING THE SITE ~-ROOF GRAIN DOWN PER ROOF PIAN I I I, I I I. I / s't~c WA/ ) / / I I ,/ SEE CL.. / / I CDP 2017-0018 DEEP ROOTED, DENSE, DROUGHT~ • TOLERANT PLANTING SUITABLE , VICINITY MAP FOR WEil DRAINED SOIL L I ~I "/ "TYPICAL DEfAIL NOT-TO-SCALE RAIN GARDEN PLANTER NOTES *RAIN GARDEN PLANTER "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 18" DEEP 'SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50-60% SAND, 20-30% COMPOST OR HARDWOOD MULCH, AND 20-30% TOPSOIL. '*3/4" CRUSHED ROCK LAYER SHALL BE A MINIMUM OF 12" BUT MAY BE DEEPENED TO INCREASE THE INFILTRATION AND STORAGE ABILITY OF THE BASIN. THE EFFECTIVE BOTTOM AREA OF THE BASIN SHALL BE LEVEL. I I I / / I I I I I I AC PAVING / / " I I I f -' /~1 0. 3/4" IRON 1 .:; , I PE AND PL Up 1 - "LS 5267" / / / (91.14) ff/915~) / FS , FJ/ t I . / • I ' I / ;' I I I / I 6' :t, CONSTRUCTION NOTES G) CONSTRUCT CONCRETE DRIVEWAY PER SDRSD G-14. @ INSTALL 4" PVC SEWER LATERAL AT 2.0% MIN. @) INSTALL 4" SEWER CLEAN OUT PER C.0.C. S-7 (PRIVATE}. @ INSTALL I" WATER SERVICE LATERAL W/1" METER PER W-JA. @ INSTALL 8" PVC SOLID STORM DRAIN @I. 0% MIN (TYP ), OFFS/TE DRAINAGE BYPASS. @ INSTALL 24x24" NDS CATCH BASIN W/12" CONCRETE APRON SURROUND. (j) CONSTRUCT CMU RETAINING WALL PER SAN DIEGO REGIONAL STANDARD DRAWINGS MANUAL "C-1~ FOR DECORATIVE FINISH AND DESIGN SEE FINAL LANDSCAPE PLANS. ® CONSTRUCT CMU RETAINING WALL PER SAN DIEGO REGIONAL STANDARD DRAWINGS MANUAL "C-2~ FOR DECORATIVE FINISH AND DESIGN SEE FINAL LANDSCAPE PLANS. @ CONSTRUCT 3.0'± HIGH CMU RETAINING WAil PER SAN DIEGO REGIONAL STANDARD DRAWINGS MANUAL "C-4~ FOR DECORATIVE FINISH AND DESIGN SEE FINAL LANDSCAPE PLANS. @) CONSTRUCT ROCK LINED SWALE @2.0% MIN. PER DETAIL SHEET 2. @ CONSTRUCT RAIN GARDEN PLANTER BASIN PER DETAIL SHEET 2. @ CONSTRUCT 3'xJ' NO. 3 BACKING RIP-RAP, 1.0' THICK OVER GEOTEXTILE FILTER. @ FUTURE CURB & GUTTER PER IMPROVEMENT PLANS PER DWG 331-5. @ PROPOSED 5.0' PUBLIC ROAD DEDICATION TO CITY OF CARLSBAD. CITY OF OCEANSIDE HIGHWAY 78 CITY OF VISTA PACIFIC OCEAN AVE CITY OF ENCINITAS VICINl1Y MAP NOT TO SCALE T.B,M. PG. 1106, G-7 LEGAL DESCRIPTION THAT PORllON OF LOT 11 IN BLOCK "c" OF BELLAVISTA, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2152, FILED IN THE OFFICE OF THE COUN"TY RECORDER OF SAN DIEGO, MARCH 7, 1929. AS DESCRIBED IN DEED RECORDED SEPTEMBER 14, 2016 AS DOC. NO . .2016-0480819. MORE PARllCULARLY DESCRIBED AS PARCEL "A" OF CERllFICATE OF COMPLIANCE RECORDED 9/12/16 AS DOC. NO. 2016-0475201 O.R. GENERAL NOTES 1.) BOUNDARY SHOWN HEREON IS BASED ON A FIELD SURVEY AND RECORD OF SURVEY ORA WING TO BE FILED BY CIREMELE SURVEYING, 2.) ASSESSOR'S PARCEL NUMBER: 206-180-40. INC. 3.) LOT AREA: 15,322 SQUARE FEET / 0.35 ACRE (GROSS) 14,920 SQUARE FEET / 0.35 ACRE (NET) PROJECT ADDRESS: 4382 ADAMS STREET CARLSBAD, CA 92008 @ DRIVEWAY VISIBILITY AREA. NO OBSTRUCTIONS INCLUDING LANDSCAPING OR WALLS IN THE VISIBILITY AREA SHALL EXCEED J' IN HEIGHT AT MATURITY OWNER @) INSTALL 10" PVC SOLID STORM DRAIN @2.0% MIN (TYP), ONSITE -'N'-AM"-E'--': -'JO=E"-&-'-D-EE-DE_E_P_O_LZ-IN- DRAINAGE TO OUTLET TO RAIN GARDEN PLANTER BASIN. ADDRESS: 39408 CARDIFF A VENUE @ INSTALL 12"x12" NDS CATCH BASIN W/12" CONCRETE APRON SURROUND. MURRIETA, CA 92563 • CONTACT: JOE POLZIN @) INSTALL 10 DIAMETER NDS CATCH BASIN WITH ATRIUM GRATE W/12" WIDE PHONE NO: (951) 757-1297 CONCRETE APRON SURROUND. ROUTE 10" PVC OUTLET UNDER PROPOSED RETAINING WAil. TIE OUTLET IN ADJACENT 12" CATCH BASIN WAil. @) INSTAil TYPE "B" BROWDITCH PER D-75. I SH1ET I CITY OF CARLSBAD I SHlETS I ENGINEERING DEPARTMENT BENCH MARK POST DEVELOPMENT DMA PLAN FOR: DRAWING NO. POLZIN RESIDENCE 4382 ADAMS STREET . CARLSBAD, CA 92008