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Home My WebLink AboutCDP 2017-0018; POLZIN RESIDENCE; HYDROLOGY AND HYDRAULICS REPORT; 2017-08-07No Corv1t1M t5 ~/51/17 ~ss' HYDROLOGY AND HYDRAULICS REPORT DATED 8/1 /17 FOR Polzin Residence Owner: Joe & Dee Polzin 39408 Cardiff Ave., Murrieta, CA 92563 Phone: 95 1-757-1297 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 RECORD COPY \LG ~ Initial Date ., • I A' G 21 2017 r DECLARATION OF RESPONSIBLE CHARGE 1, HEREBY DECLARE THAT I AM THE CIVIL ENGINEER OF WORK FOR THlS PROJECT, THAT I HA VE EXERCISED RESPONSIBLE CHA RGE OVER THE DESIGN OF THIS PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONAL CODE AND THAT THE DESIGN IS CONS ISTENT WITH CURRENT DESIGN STANDARDS. I UNDERSTAND THAT THE CH ECK OF PROJECT ORA WINGS AND SPECIFICATIONS BY THE CITY IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITlES FOR PROJECT DESIGN. Danny Abada Registered Civil Engineer Spear & Associates Inc. 8/1/17 DATE .. ,· TABLE OF CONTENTS I. fNTRODUCTlON II. DISCUSSION/CONCLUSION SUMMARY OF FLOW RATES ATTACHMENTS A. LOCATION MAP B. HYDROLOGY/HYDRAULIC CALCULATION C. DRAfNAGE AREA MAP 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 fam ily 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 approximate ly 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 wi ll substantially maintain the existing drainage patterns of the site. The site flow will connect to a new private drain which will direct the fl ow 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 run ning along the northern and westerly boundaries of the site and discharge towards Adams Avenue. The total drainage continues approximately 700' southwesterly though adjacent natural swales towards Agua Hedionda Lagoon, then west approximately 0.8 mi les 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 hydro logic group map of the County Hydrology Manual, the project soil uniformly consists of type B across all sub areas. Runoff Coefficients for Undeveloped Areas fi gure 819.2A from the Caltrans Storm Water Handbooks was used to evaluate the existing runoff coeffi cient because the site was previously graded, is mostly bare and does not conform to the typical undi sturbed natural areas. Peak inflow rates we re calculated usin g the rati onal method. Times of concentrations were calculated using the Manning's and Kirpich equations to obtain velocities for average peak QI 00 flow rates. lJ. DISCUSSION/CONCLUSION This project will not significantly alter existing drainage patterns along the site or divert runoff from existing conditions. Total I 00-year post development peak runoffs from the site will not exceed the pre-development rates. This was achieved with lower onsite fl ow velocities and increased times of concentration. Summary of pre and post development flow rates (c fs) 100-yr Storm Event Flow Rate (cfs) Offsite (pre and post dev) 1.2 Total Pre-Development From Site 1.3 Total Post-Development From Site 1.0 ATTACHMENT A 2 SITE PACIF'IC OCEAN \ 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, 100yr Event Q=CIA CA Z::CA Ps 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 , ~TC= 8.10 B 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 -CA Z::CA Ps 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 ' ·i-... ....... r-... "'""- " "'r-.. ... , .. " 10.0 9.0 8.0 7.0 ..... •i-,.. ........ ....... ... ... ..... , r-., 6.0 5.0 I ' 4.0 'i-,. 3.0 I 2.0 I -.::-:, 0 ~ Cl) s::. -~ 1.0 ~0.9 ·~o.8 $ £0.7 0.6 0.5 ; 0.4 ' I 0.3 0.2 r-... ""-, • I',,. I', I'-.. I', .... ·i-.... I r.... I'-.. I',,.. I ... ... '"'" .. ........ "'"' ' ... .... ..... .. ........ ..... :--, .... .. , .... ..... ':-- : 0.1 I t I J I 5 6 7 8 9 10 .... 'i,., i.. ""~ ... .... "" " , .... "'"' ~ ~ . "'"' i... .... "'"' ~ "'"' ~ • " ..... ,... "" "' "'"' ,,. "'" "", "'"' ""' . ""-"'"' "' '"' "'~ "'t-. ... ,.. ~"' "'"'i. 15 20 3'0 Minutes "' "' "' "'"' "'"' "' ~ "'"' .. ~ "' .. "'"' .... .... 40 so Duration EQUATION I = 7.44 P5 D-0·645 I = Intensity (in/hr) P5 = 6-Hour Precipitation (in) D = Duration (min) I', ► ..... I', .. :-,. !'.., ► ':--.... "'"' ... :-,. I• '" :--.... .... "' ~ ~ ► "'"" "' 1, .... """ I•"' .. ,. ~ ~ " .... "'"' "'"" .. ~ .... "' .. .... ... I" .... """' r-. .. I• ~"' ~ " .... "'r-.. ► """'"' .. 1, ~ " .. l•i-, .. ........ "' "" ~ .. 2 3 4 Hours ~ .. .. ~ ~ ~ 5 6 'r' :i: 0 5; ~ ~-6.0 '2 . 5.5 ~ 5.0 g· 4.5 5 (') 4.0 i{ 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: 100 (a) Selected frequency ___ year p (b) p6 = 2. 92 in. p24 = 5 . 05 _&. = 58 %(2) --' --'P24 -- (c) Adjusted p6<2> = __ in . (d) Ix = ___ min. (e) I = __ in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 1 1 , 1.d=2_2_5-3 ~3,5 t 4-4.5 ~_5 . 5.57-s Duration I I I I I I I I 1-.--1 · I 5 2.63 .3.95 5~6 .. 59 7.90 9 .. 22 10.54 11.86 .. 13.17 '14.49. 15.81 --1 2.12 3.18 4~5.30_ 6.36 7.42 8.◄8j_9.S4 p o.so 11.66 12.12 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8,42 9.27 10.11 15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15t 2.69 3.23. 3.TT 4.31 4.85 53"9 5.93 6.46 25 _Q,_93 _11.◄0 1.~ 2.33{ 2.80 3.27 3.7~4.20 4067 5.13 5.60 30 0.83 1.24 1.6612.07 2.49 2.90 3.32 3.73 4,15 4.56 4.98 40 0.69 1.03 1.~+1.72 2.01·2.41 2.76-3.10 3.45 3.79 4.13 so o-:-so ro.90 1.19+1.49;1.79-2.09 2.3L2.69. 2.98 3.28 3.sa 60 0.53 0.80 1.06 1.33 1.59 1.88 2.12 2.39 2.65 2.92 3.18 90 T41 0.61 o.82 1.02 1.23· 1.43 1.63 1.84 2.04 2.25 2.45 ;20 0~ f~.51 0.68 0.85 1.0211.19 1.~1.53~1.70 1.87 2.04 150 ~~~-« 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1.76 -~ ~---t-180 0.26 0.39 0.52 0.65 0.78 0.91 ,.~-+1-18TI1.31 1.◄~1.57 240 0.22 o.33 0.43 o.54 o.65!0,76 o.87 o.98 1.oa:JJ.19 1.30 _300 lITs o-:-2a o.38 o.41;0.~4 o.66 0.1§.1 o.85 o.94 I 1.03 1.13 360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00 FIGURE 3-1 6 Precipitation Frequency Data Server Page I of 4 NOAA Atlas 14, Volume 6, Version 2 Location name: San Diego, California, USA* Latitude: 33.0506°, Longitude: -117 .1139° Elevation: 614.54 ft** • sourre. ESRI Maps •• sourre: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perlca, Sarah Dietz, Sarah Helm, Lillian Hiner, Kazungu Ma1taria, Deborah Martin, Sandra Pav1ovic, lshani Roy, Ca~ Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, LI-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service. Silver Spnng, 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=1~1 ====;;;======:;;=====ir===A=v=era=;;!!g=e=r=e=cu=r=r=en=;cr=e=in=te=rv=a=I (~y=e=a=rs=)===============~', t:.::11 1 11 2 11 5 11 10 It 25 It 50 11 100 It 200 Ii 500 11 1000 I ~ 0.116 0.146 0.185 0.218 0.264 0.300 0.338 0.377 0.432 0.476 L...:::::.J (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) 0.306-0.616) (0.325-0.703) ~ 0.209 0.266 0.313 0.379 0.430 0.484 0.541 0.619 0.682 ~ (0.140-0.200) (0.176-0.251) 0.223-0.320 (0.260-0.380 (0.304-0.477) 0.338-0.555) (0.370-0.640 (0.401-0.737) 0.439-0.882) (0.466-1.01) ~ 0.201 0.252 0.321 0.378 0.458 0.521 0.586 0.654 0.749 0.825 ~l!0.169-0.241) 0.212--0.303 i(0.269-0.387 o.314-0.460 o.367-0.577 0.408-0.671) 0.447-0.774 o.485-0.891 (0.531-1.01) (0.564-1.22) ~ 0.281 0.352 0.448 0.528 0.639 0.727 0.817 0.913 1.05 1.15 ~ (0.236-0.337) (0.296-0.423 0.376-0.540) (0.439-0.642 (0.513-0.805) 0.570-0.936) (0.624-1.08) (0.677-1.24) (0.7 41-1.49) (0.787-1.70) ~ 0.425 0.533 0.678 0.799 0.967 1.10 1.24 1.38 1.58 1.74 t..:=.::J (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) 0.603 0.755 0.959 1.13 1.37 1.55 1.75 1.95 2.23 2.46 (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 1.37 1.66 1.88 2.12 .,._2.37 I 2.11 I 2.99 l!0.617-0.878) co.111-1.10) co.976--1.40) !1.14-1.67) (1.33-2.09) (1.48--2.43) (1 .62-2.80) .l'l'.76-3.23> (1.92-3.86) (2.04-4.42) ~ 1.01 1.26 1.60 1.89 2.28 2.59 2.92 ,,_ 3.26 3.74 4.12 L..::_j (0.848-1.21) (1.06-1.52) (1.34-1.93) (1.57-2.29) (1.83-2.88) (2.03-3.34) (2.23-3.86) (2.42--4.44) (2.65--5.32) (2.81-6.08) ~I 1.38 1.73 2.20 2.59 3.13 3.56 4.00 4.4_». 5.11 5.62 ~I (1.16-1.65) (1.45--2.08) (1.84-2.65) (2.15-3.15) (2.51-3.95) (2.79-4.58) (3.06-5.29) (;µ(.'."6.08) (3.62-7.28) (3.84-8.30) 24 h 1.72 2.17 2.77 3.27 3.95 4.50 5.05 ""' 5.64 6.45 7.09 • r (1.52--1.99) (1.91-2.52) (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) 2-day (1.8~~~43) I (2.3~~;09) I (3.0;~;98) (3.5~~1,76) I (4.1~~;97) II (4.6~·~:.95) II (5.1~::.02) II (5:i·~;,21) II (6.2~~{1.o) II (6.6~-~1 1 2.5) I ~I 2.35 I 3.01 3.90 4.65 I 5.69 I 6.51 7.37 I 8.27 II 9.53 II 10.5 I L.:'..::'..'.'.~ .. ..I (2.07-2.72) (2.65-3.49) (3.43--4.53) (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) r:-:::::7 2.57 3.32 4.32 5.16 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) 7 d ~01 3.90 5.10 6.11 7.51 8.63 9.79 11.0 12.7 14.1 • ay (2 (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) 10-"~" 4.37 5.73 6.86 8.46 9.73 11.0 12.5 14.4 16.0 "uuy (2 (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) 20 d 5.39 7.12 I 8.57 I 10.6 12.2 I 13.9 I 15.7 I 18.3 I :Z0.3 • ay (3 (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) ~I 4.97 1 6.56 8.11 10.5 13.1 15.1 11.2 19.4 22.6 25.2 ~I (4.38-5.75) (5.18-1.60) (7.65-10.1, (9.11-12.3) (11.0-15.8) c12.5-1e.6) c13.9-21.1J c15.3-25.1l c11.2-3o.4J (18.5-35.ol ~ 5.89 7.80 10.4 12.6 15.7 18.1 20.7 23.4 27.3 30.5 ~ (5.19-6.81) (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) (22.4-42.3) ~ 6.83 9.05 12.1 14.6 18.2 21.1 24.2 27.5 32.1 35.9 ~ (6.02-7.90) (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 given duration and average reaJrTence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer lo NOAA Alias 14 document for more infonnatlon. Back to Top 7 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.0506&1on=--I I 7. I I 39&dat... 7/5/2017 Precipitation Frequency Data Server PF graphical PDS-based depth-duration-frequency (DDF) curves Latitude: 33.0506°, Longitude: -117.1139° 40 ,----,-,----,,-----r--r---r--r--r---r---,---,-,----.---.---.--,--,-, 35 ] 30 i 25 QI -c § 20 l 15 'j -10 5 0 C: ·e J, ............ , ... . . . ·:· . ~ .... ·: .. -:• .... . . . . . . . . . ; .... ~ ... . . . . . . . . ' .. • r • · • · •, • • • • ._. • 1 • • • • •, • • • • • •,· • • • • •, • • • • •, • • •,• •, • • • • ,. • ·.• • • • • ' . . ' . ~ . . . . ~. . . . . . . . .... . . ' ............. '-· . . . . .................................... ... ....... . . . . . . ' . . ' . . . . . . . . . . . . ··:··••:••·•·:· ···-:••····:·• ; ..... ~ ..... -:-........ ' . . . . -:-. -:-. . : . . . ' . . . . ' . . ' o o I • . ' . . . . . . . . . . .. : .... ; ..... ; ..... ; ..... ; .. . . . . , .... \ ............ , . . . . . . . . . . . . . . . . . • #' ••••••••••• ~ ............. . . .. . . ; C: C: C: C: ... ... ... ... ... >, >,>, >, >, ·e ·e ·e ·e .c. .c. .c. '7 .c. .. .. .. .. .. ,.;, ,I, <h N ,!; i' -0-C -c -c 6 :6 ~ fa .... N ,,i,~ ,.:. 6 .... .... ~ration 40 ,-----.-----,----,----.---.----r---r-----.----. 35 ] 30 .c. o. 25 QI -c § 20 ·i:i ~ ·5. 15 -~ o. 10 5 ··!···········:······· .-. . .. -.. . . . . . . . . .. ·••:••····· ' ' . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..... . . . . . . . . . 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14, Volume 6, Version 2 Created (GMT): Wed Jul 5 17:21:04 2017 Back to Top Page 2 of 4 Average recu11ence interval (years) -1 2 -5 -10 -25 -50 -100 -200 500 -1000 Duration -5-min -2-day -10-ffllfl -3-day 15-mln -~ay -30-mln -7-day -60-mln -10-day -2~r -20-day -3~r -JD-day -&.fir -45-day -12~r -60-day 24~r 8 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.0506&lon=-l 17. l l 39&dat... 7/5/2017 Precipitation Frequency Data Server ,anta Fe I a Oxnard 0 Maps & aerials Small scale terrain 3km 11mi 100km d~mi ---.. , f11se11ada 0 Page 3 of 4 9 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds _printpage.html?lat=33.0506&lon=-1 I 7. I I 39&dat... 7/5/2017 Precipitation Frequency Data Server Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spnng, MD 20910 Questions?: HDSC Questions@noaa.gov Disclaimer Page 4 of 4 10 https://hdsc.nws.noaa.gov/hdsc/pfds/pfds _printpage.htm l?lat=33.0506&1on=-1 17. I I 39&dat... 7/5/2017 Sm Diego Colmty Hydrology Mmual Due: June 2003 Table3-l Se.cti.on: Page: RUNOFF OOEFFICIENTS FOR URBAN AREAS l.alldUse I Rmmff CoefficiPnt ''C" SoilTwe NRCS Elements EJ..,_.ntr,: %IMPER. A B Ullllis.tmbed NuuraJ! Terrain (Natural) PeanmP!Dt Open Spaa 0-01 0 0.25 JL.ow Density llesiclentisl (IDIQ ResicJentW., 1.0 DU/A or less: 10 0.27 0.32 JL.ow Density llesiclentisl (I.DR) Residf!D'fw, ?~O DU/Aocl.ess: 20 034 0.38 JL.ow Density llesiclentisl (IDIQ Residenfw, 2.9 DU/A or less: 25 0..38 0,41 Medium Density Retjd'PJltiaJi (MOR) Residemw, 4.3 DU/A or l.es.s 30 0.4 ) 0.45 Medium Density Retjd'eJ>:tiaJ (MOR) Residential, 7.3 DU/A or l.es.s 40 0.48 0.51 Medimn Density :Residem::iall (MDR) Residential 10.9 DU/A or l.es.s 45 052 0.54 • Medium Density RP,id'e:utial (MDR) Resid:eutw, 14.5 DU/A or l.es.s 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/A oc l.es.s 65 0.66 0.67 Hi~ Density Resident:ifl (HDR) Residentw, 43.0 DU/A or l.es.s 80 0.76 0.77 Commercial/IDdns (N. Com) Neighborhood Commeltial 80 0.76 0.77 CommerciallIDdns {G. Com) General Commeltial &5 0.80 0.80 Commeccial/Indll (O.P. Com} Office ProfessianallComnll!ltial 90 0.&3 0 .84 Commercial/IDdns (Limited L) Limited lndnstrial 90 0.&3 0 .84 Commercial/lndl1 (General D General mdnstrial 95 0Jt7 0.8.7 C 0.30 0..36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0,81 0.84 0.84 0.87 3 6of26 D 0.35 0.4l 0 .46 0 .49 0 .52 0.57 0.60 0.63 0.71 0.79 0.79 0Jl2 0,..35 0·.&5 0.87 *The-values as<:Ociatea with 0% :impeivio1ls may be used for direct c:a1cnla.timl of the-rwmff •coefficient RS described. in Sectioo 3.1.2 (iepresellliDg the pem.ans. lUIID:ff coefficient., Cp,, foe the soil type), or for areas tmt will remain midisambecl in perpetuity. Justifica.licm. must be ~'l!D that the u:ea will remain DBtUm ~ver (e.g., the UN is-locab!d .m Cle'll"eJmd Natioml P-arest). DU/A= dwelling umts JM!f" acre NRCS = Nmoml Resomces CoJ1Sl!IWlian Seniice 11 u BMP Sizing Calculator HYDRO UNIT NAME CARLSBAD HYDRO AREA NAME Agua Hedionda HYDRO SUBAREA NAME Los Monos HYDRO BASIN NUMBER 904.31 HYDRO SOIL GROUP RAIN GAUGE BASIN Zoom to ' -~ ~ 8 Oceanside Basin ~~----, ··-, .. ;__:, .. ·.Q 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 10 to 30% slopes of5 to 10% above 30% Low .08 -.14 Relatively flat land, with average slopes of0 to 5% Infiltration .12 -.16 .08 -.12 .06 -.08 .04 -.06 No effective soil S low 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%ofarea 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 grass land, 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%, Re lief 0.14 2) clay type soi Is, Soil Infiltration 0.08 3) good grassland area, and Vegetal Cover 0.04 4) normal surface depressions. Surface Storage .QJl..Q 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 nvc:;1 d\.,tc. ••••'-•w• •- Location slope% Initial L (ft) Initial T (min Pre Dev. Onsite Post Dev. A Initial TC (Figure 3-3) 14 1 T min= 1.8(1.1-C)D112 5 1/3 80 50 Overland Flow (Pre-Development) Kirpich Formula Tc min= (11.9L3/t.E)0·385 4.2 7.3 Time of Concentration Additional TC '··-· .... ~-···-· ····•~-' ----, Add'I L (ft) slope% area (ac) Q (cfs) V (ft/s) Inc. T (min) total T (min) (5 minutes min) * Est. AveraQe 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 t.E ft= 15 L Feet= 105 L miles= 0.019886 T hours= 0.009911 T min= 0.59 15 a, f-UJ w u. ~ w (.) z ~ (/) 0 UJ (/) a: :::i 0 (.) a: ~ 100 2.50%,slope~~~ 2.0 . ~/ J t.5----~, 30 [fl !:i z 20 ~ ~ UJ :;; i'.= 3: 0 ...J u. 0 z <( ...J a: UJ > 0 ---0 EXAMPLE: Given: Watercourse Distance (DJ = 70 Feet Slope {s) = 1.3% Runorr Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes T= 1.8(1.1-CJVD 31fs' SOURCE: Airport Drainage, Federal Aviation Administration, 1965 FIGURE Rational Formula -Overland Time of Flow Nomograph I 3.3 ! ~E Feet 5000 4000 EQUATION Tc = (1~~3)°.385 Tc L ~E = Time of concentration (hours) = Watercourse Distance (mlles) = Change in elevation along effective slope line (See Figure 3-5)(feet) 3000 Tc Hours Minutes 4 3 2 1 60 300 50 200 40 L MIies Feet 30 100 20 18 . 3000 16 0.5 ' ' 14 2000 ' ' 12 1800 ' 30 1600 ' 10 1400 ' 9 1200 8 20 1000 900 7 800 6 700 600 5 10 500 4 400 300 3 5 200 ~E L Tc SOURCE: California Division of Highways (1941) and Kirpich (1940) Nomograph fOC' Determination of Time of Concentration (Tc) or Travel Time (Tt) for Natural Watersheds FIGURE ~ 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) 100.50 100.25 0 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Grit Depth, Ye (ft) Top Width (ft) EGL (ft) 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) = 0.83 Invert Elev (ft) = 100.00 Slope(%) = 2.00 N-Value = 0.009 Calculations Compute by: Known Q Known Q (cfs) = 1.00 Elev (ft) 101.00 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 3D® 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) = 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 CDP 2017-0018 DEEP ROOTED, DENS[, DROUGHT -----------• TOLERANT PLANTING SUITABLE , VICINITY MAP z ~ 0 ~ ul 0 / \ \ \ 0.3 PATH ~&ml@~[!, & ~11,j] ~ ®@~ FD. 3/4" IRON PIPE, OPEN / / / / / No. 3 BACKING ROCK, 6" THICK OVER GEOTEXTILE FABRIC. GEOT[XTILE FABRIC COMPACTED SUBGRAD[ 3.0' I I J ROCK LINED SWALE NO SCALE • ALL ROOF DRAIN RUNOFF SHALL EVENTUALLY BE DRAINED THROUGH LANDSCAPING PRIOR TO LEAVING THE SITE l+k<i--ROOF DRAIN DOWN PER ROOF PLAN 10 5 0 10 2 0 30 SCALE: 7 " 70 ' SDP SWQMP NOTE: EXISTING SITE DOES NOT SUPPORT ANY NATURAL SLOPE THAT IS ROOF DRAIN OUTLET TWENTY-FIVE PERCENT OR GREATER. NOTE: I I; TYPICAL ROOF DRAIN OUTLET AT DRAINAGE AREA DMA BREAKDOWN • IMPERVIOUS SURFACES WIT.I/IN 10 FEET OF THE BUILDING LANDSCAPED AREAS FOUNDATION SHALL BE SLOPED A MINIMUM OF 2 PERCENT NO SCALE AWAY FROM THE BUILDING. PLANS PREPARED BY: • THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL SPEAR & ASSOCIATES, INC. BE SLOPED AWAY FROM THE BUILDING AT A SLOPE OF NOT CIVIL ENGINEERING & LAND SURVEYING LESS THAN 5 PERCENT FOR A MINIMUM DISTANCE OF 10 FEET 475 PRODUCTION STREET, SAN MARCOS, CA 92078 MEASURED PERPENDICULAR TO THE FACE OF THE WALL. FOR WELL DRAINED SOIL L I I / ~, PHONE (760) 736-2040 FAX (760) 736-4866 • ONSITE SHEET FLOW TO DRAIN@ A MINIMUM OF 1.0%. -WWW.SPEARING.NET j TYPICAL DETAIL 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 CONSTRUCTION NOTES (D CONSTRUCT CONCRETE DRIVEWAY PER SDRSD G-14. ® INSTALL 4" PVC SEWER LATERAL AT 2.0% MIN. ® INSTALL 4" SEWER CLEAN OUT PER C.O.C. S-7 {PRIVATE). @ INSTALL I" WATER SERVICE LATERAL W/1" METER PER W-JA. @ INSTALL B" PVC SOLID STORM DRAIN @1.0% MIN (TY.P), OFFS/TE DRAINAGE BYPASS. @ INSTALL 24"x24" 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 WALL 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 3. @ CONSTRUCT RAIN GARDEN PLANTER BASIN PER DETAIL SHEET 3. @ CONSTRUCT 3'x3' NO. 3 BACKING RIP-RAP, 1.0' THICK OVER G[OTEXT/L[ FILTER. @ FUTURE CURB & GUTTER PER IMPROVEMENT PLANS PER DWG 331 -5. @ PROPOSED 5.0' PUBLIC ROAD DEDICATION TO CITY. OF CARLSBAD. CITY OF OCEANSIDE 7a NOT TO SCALE CITY OF VISTA PACI FIC OCEAN CITY OF ENCINITAS VICINITY MAP NOT TO SCALE T.B.M. PG. 1106, G-7 LEGAL DESCRIPTION THAT PORTION OF LOT 11 IN BLOCK "c" OF BELLAVISTA, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STA TE OF CALIFORNIA, ACCORDING TO MAP TIHEREOF NO. 2152, FILED IN TIHE OFFICE OF TIHE COUNTY RECORDER OF SAN DIEGO, MARCH 7, 1929. AS DESCRIBED IN DEED RECORDED SEPTEMBER 14, 2016 AS DOC. NO. 2016-0480819. MORE PARTICULARLY DESCRIBED AS PARCEL "A" OF CERTIFICATE 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 DRAWING TO BE FILED BY CIREMELE SURVEYING, INC. 2.) ASSESSOR'S PARCEL NUMBER: 206-180-40. 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 3' IN HEIGHT AT MATURITY. OWN ER ~~~~-----@ INSTALL 10" PVC SOLID STORM DRAIN @2.0% MIN {TY.P), ONSITE NAME: JOE & DEE DEE POLZIN DRAINAGE TO OUTLET TO RAIN GARDEN PLANTER BASIN. ADDRESS: 39408 CARDIFF A VENUE @ INSTALL 12"x/2" NDS CATCH BASIN W/12" CONCRETE APRON SURROUND. MURRIETA, CA 92563 • CONTACT: JOE POLZIN @ INSTALL 10 DIAMETER NOS CATCH BASIN WITH ATRIUM GRATE W/12" WIDE PHONE NO: (951) 757-1297 CONCRETE APRON SURROUND. ROUTE 1 O" PVC OUTLET UNDER PROPOSED RETAINING WALL TIE OUTLET IN ADJACENT 12" CATCH BASIN WALL @) INSTALL TYPE "8" BROWDITCH PER 0-75. I SH1E T I CITY OF CARLSBAD I SHlETS I BE NCH MARK DESCRIPTION: WELL MONUMENT IN CEN TER OF BULB CUL-DE-SAC AT TH E SOU THEAST END OF SYME DRIVE STAMPED "LS 1162", PT. NO. 119 PER RECORD OF SURVEY 17271. ENGINEERING DEPARTMENT POST DEVELOPMENT DMA PLAN FOR: POLZIN RESIDENCE 4382 ADAMS STREET CARLSBAD, CA 92008 DRAWING NO. . ~ SYMBOL ON PLAN: SHEET) II ~ now ~.__ _________ __::_ ______ _;.__ __________________________________________________________________________________ EL_E_vA_"_10_N_:_12_s_.9_5_o_r._£_ET ______ _:D.:...A.:...TTJ::.:.M:::.:=N=A=VD=8=8 ====-----___:=====================:.J PARCEL \ A \ \ PM 16064 / FD. 3/4" IRON PIPE, OP/ / : 4'HIGH CLF / / 1/ i I 123.06 4'HIGH CLF / / \5'HIGH 8"BLK WALL / / / FD. 3/4" IRON PIP£ AND TAG "LS 3802" PER PM 792 3'HIGH CLF PARCEL · 1 PM 792 x122.56 / ) / / / ~ / / ~ / 22.80 / 1,":JC!, ~21.98 ~'!i ~/ '1/ / 7'/ / / / / / / / / x118.82 / / < 3io / / / / / 8"CONC WALL / / / / 113.74 ' / / y / / X 119.20 / ( / / / / / / / / / / X 106.62 / / / / / ) / / I ) / / / / / I x115.2I ) / / / / / / / r / / ./ / , {5.: xll0.84 I ~?. IS'• / xii4-74 / / I , / / / / / / / / / / I / / / / / / / "107.06 / ~ , ,<:i 109.99 / /./ VACANf LAND / /wrros/GROUND COVER / / .----/ / / / / / / / / /,, / / I I / / / / / / / ___ / / / / / PORTION Ov iOT / / ~OCK C MAP NO. / 1 1 / TC FLOW PATH L= 1as·✓/ I / / I / / I I / r 7 fl° 10 1 INCH = 10 FEET I 98.20 / /~ GRAPHIC SCALE LEGEND AND ABBREVIATIONS ----PROPERTY LINE • FOUND MONUMENT AS NOTED --100--EXISTING CONTOURS AT 2' INTERVALS ...-.,\,.,_, _ _,,,\.,__, EDGE OF ASPHALT PAVING AC BLK CLF CONG EUC FD PM pp TOE TOP TW WM ASPHALT CONCRE·TE BWCK.·· -· CHAIN LINK FENCE CONCRETE EUCALYPTUS TR££ FOUND PARCEL MAP POWER POLE TOE OF SLOPE TOP OF SLOPE TOP OF WALL WATER METER BENCH MARK WELL MONUMENT IN CENTER OF BULB CUL-DE-SAC AT THE SOUTHEAST END OF SYM£ DRIVE STAMPED "LS 1162", PT. NO. 119 PER RECORD OF SURVEY 17271. ELEVATION; 125.950 FEET (NAVO BB) GENERAL NOTES 1.) BOUNDARY SHOWN HEREON IS BASED ON A FIELD SURVEY AND RECORD OF SURVEY DRAWING TO 8£ FILED BY C1R£M£LE SURVEYING, INC. 2.) ASSESSOR'S PARCEL NUMBER: 206-180-40. 3.) LOT AREA: 15,322 SQUARE FffT / 0.35 ACRE. LOT 10 BLOCK C MAP NO. 2152 104.67 4c x104.42 / / /'- 103.35 ,, ~ / / / / / / / / / / 96.33,, / / / / / / -~----- X/ / / / 87.41 / / / / \ \ ( ' \ ¥ ~ '\("" "88.32 "' "i · AC PAVING "87.38 \ \ I \ 87.68 AC PAVING x69.39 I 88.22 I I I I I I __...,-,FD. 3/4" IRON PIP£ AND PLUG "LS 5267" AC x91.52 PAVING I 90.61 6912 I 91.63 PRE-DEVELOPMENT DMA PLAN d :z >-w > 0:::: => U) u I CL <( 0:::: (.'.) 0 CL 0 I- ~ 1-- j SHEIT NO. 1 J.N. 16-017 aJ 0 0 1-N W(J) w 0:::: <( 1-0 U) - (f) 0 2<( <((I) 0 (f) <(~ OF <( u 1