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HomeMy WebLinkAboutPD 2018-0036; SEHGAL RESIDENCE; SITE DRAINAGE STUDY; 2019-04-22SITE DRAINAGE STUDY REPORT PROJECT: Sehgal Residence 7129 Aviara Drive, Carlsbad GR2018-0051 ♦ DWG 515' -6A APN: 215-610-29-00 PREPARED BY: SEHGAL &ASSOCIATES 42 Copper Creek Irvine, CA 92603 (949) 394-4777 April 22, 2019 Prepared under the supervision of: Jay Sehgal, PE, C-26087 Exp. 03/31/2020 E' 1 I1- APR 2 3 2019 LAND DEVELGF'ME IT Et-JGiNEERl1 'G TABLE OF CONTENTS 1.0 Introduction to Site and Project Description 2.0 Existing Site Topography and Drainage Condition 3.0 Proposed Grading and Drainage 4.0 Hydrology and Hydraulic Analysis 5.0 Hydrology/Hydraulic Calculations Appendix o Drawings -Topographic Survey/Pre-development Plan -Post Development Plan o Figures 1.1 Vicinity Map 1.2 Environmentally Sensitive Area Map 1.3 City of Carlsbad Tract 85-35 Lot 290 2.1 Existing Site -Aerial View Map 3.1 Pervious Area: Intensity-Duration Design Chart-Template 3.1 Impervious Area: Intensity -Duration Design Chart -Template 3.3 Rational Formula -Overland Time of Flow Nomograph o Table 3-1: Runoff Coefficients for Urban Areas o County of San Diego, Rainfall lsopluvials -100 Year Rainfall Event-6 Hours o County of San Diego, Rainfall lsopluvials -100 Year Rainfall Event -24 Hours Page 1 4 5 6 8 1.0 INTRODUCTION TO SITE AND PROJECT DESCRIPTION The project is for the proposed construction of a two-story single-family home with an attached garage on a pre-graded lot in Aviara Point, a gated residential development in the City of Carlsbad. A vicinity map is shown below: VICINITY MAP NO SC,AJ..e Figure 1.1 -Vicinity Map The site is located on Aviara Drive and surrounded on the north, south and east by existing single-family residences of the same type and sizes as acceptable to Aviara Point HOA. The proposed project has obtained Preliminary Approval from the HOA. On the west, there is an existing golf course. The lot as exists is pre-graded and stable as proven over the years. No erosion or settling was ever observed. The upper segment drains (surface) into the city street gutter and the lower over surface towards the west. The westerly part of the lot has a mild slope in the south segment and slightly steeper on the easterly edge. No portion of the lot falls within the designated "Environmentally Sensitive Area (ESA)". See Figure 1.2. Drainage Study-Sehgal Residence Page 1 f -: , . . f I $ i J i z· U> ~ ~ ,= l f s: t - I e eS A Fi g u r e 1. 2 - En v i r o n m e n t a l l y Se n s i t i v e Ar e a Ma p Dr a i n a g e St u d y - Se h g a l Re s i d e n c e 0 1: > ' " ' X Pa g e 2 MAP NO. 12412 ___ , .... _____ _ SNffT 6 OF 8 SHEElS CITY OF CARl.SBAD T,qACT 85-35 © CO/INTI' or-SA." /JIHJO, srATE OF CALIFORNIA AVIARA-PHASE I-UNIT D SEE Sl/EET NO. ,t ,.. ""'°" f:sas~~'~' _,,,.,.:':;. ,..,A · ;_,,:,, SE£ SHcET NO. 4 ~ . ., AW'J,-'Jr,;-T;~-q--·--·--..., ~-~ . .. r' ---~---·-·-:-,, .• ~ ·½ 4 = . . / ~.l/$Acnr.,; ~ NOTE: fllPfliY'MXJ ..lit 1)1~'.\' t,.'l11' t,lt-,,llt,'III IIJ fllt 1./IY ~ 1,..lltf,."-,JJJ,I , on-,r .111 "' ,,u ,.1.,11 ,,., 1111111~11,u 11c.-.1,:1, '" 111- ~ 7, ,1.i H-lfN/4/1.,,fl/ol' l/t:. Al'/,lll.t ll4.',l1N 1,,:._•,4"''11/m' . V --,., ,,--f;t'~r~""'c::.!J/...i"Jt!fr.:51! '° ~ ·., . ~· ... :'' .. ,.,,, 4 ,, . .,." ..... =:.,l_;.:a..------~- !<, ~ r.o~· !it-·~-:1.:£:-\-__ i,e -·--·----· ~~~ , •• .,~cw.-~\ w-:-?'1·-·:xJ"" "'\"';.ii'"' ti) • • ~~ ~ " ::, "' 289 \200 :•1 :?90 ~l' :.'!1/ 1:, :1: ~}}:. \, .. ·.--,,···-1:.·11·.--:~ .> ,_-;/751 w ZIO~ ...,.,,,,,IAI lffltifY AMI <1U:r;1>.:,-:; l.A:'4.'lff;t{I--•••' lM.HAJl O,,'l11I '-J:J liJ 11t; t:ln'Of" t:A/lt[,1/,,111> IIC'/tJCAT£.i1 Jcr.ctW f.iliil ~ ... ~!?~~t:~$ __ _ &,,, ::-... -,:';'~,',,:;:t-~ ........ - /1111.t)N 250 207 286 28!i 284 i'i -4_"~1• I l~._o.L,_ ,,,;.,., ,, , ~, ..... r-_,__....-...,~ '· SUBDN/S/ON BOU."' nlDIIAY //. ,,,. :;, /(///4 Rr.N~11N(J1f1,t P,JXCJ!l. ~-, t • ~- 251 252 f §1 ~' 253 f:1' :> 281 . ;' SEE SIIEET NO. 4 .r 1;~ ;,,rr'1:1hv".i2'.!l/,f~r~rt. "' tll'llt:'1#, CITY Of: C"AIIJ.StWJ !'!; ;,,1,;11 ... ~ ..... ~ ~ ?J"6 TM /JS· ·3!/ flt/A..~! J •• U,.'/1 II ---·----·-.. -1 0 0) N -0 _J I.O C") I I.O c:o -0 ~ I- "O C'O .0 en -.:: C'O (.) -0 >, -0 I C") ...... Q) .... ::J 0) ii: rr, t "' Q. ClJ u C ClJ -0 'vi ClJ c::: -;;; t>O ..c ClJ V') I > -0 ::> ..., V') ClJ t>O "' C ·;o ci 2.0 EXISTING SITE TOPOGRAPHY AND DRAINAGE CONDITION The site was recently surveyed by Toal Engineering. It is a two-step lot with an elevation difference of 4.5 feet. Both levels are pre-graded by the developer and generally level with a slope of approximately 1.5% to effectuate a smooth drainage, upper into the existing city street gutter and the lower towards open westerly slopes. There is no erosion, ponding or flooding ever occurs on the site. To the west of the lot, outside the property line, lies the Environmentally Sensitive Area (ESA). LOT 290 Lot 290 -APN 215-610-29-00 7129 Aviara Drive, Carlsbad, CA Drainage Study-Sehgal Residence Figure 2.1 -Existing Site (Aerial View) Page4 3.0 PROPOSED GRADING AND DRAINAGE CONSIDERATIONS No significant grading is proposed for the lot except small area cut and fill of the slope of two step lot. The house will be built on grade slab. The existing grades will be maintained around the house. The garage portion will require minor cut and fill for the garage slab on the upper level. The proposed grading and drainage pattern will mimic the existing drainage condition and pattern, to the maximum extent practicable. The drainage from the site is divided into three basins, upper and the lower basins and the roof. The upper basin currently drains over surface into the street gutter. Th is drainage will be improved by installing below grade drains connected to a singular discharge via sidewalk underdrain pipe into the street drainage. The lower basins currently sheet flows over existing grade towards westerly open space. Th is surface drainage will be improved by constructing below grade drainage system, discharging at two locations over rip rap on the westerly slope. This will dissipate all drainage mostly within the boundary of the lot. The roof drainage is further divided into two segments (sub-basins), the front and the back. The front part of the roof sub-basin drains via roof drains into the upper level drainage system. The back part of the roof (1 ,935 SF) connects to the lower level drainage system. The Post Development plan provided at the end of the report shows areas of these sub-basins. Drainage Study -Sehgal Residence Page 5 4.0 HYDROLOGY AND HYDRAULIC ANALYSIS The hydrology/hydraulics for the site was analyzed by using the Hydrology Manual of San Diego County, 2003. The following Rational Method was used for calculating the 100 year storm values. Q=CIA where, Q = Peak Runoff Cu.Ft./sec. C = Runoff Coefficient = Time Average Intensity, inches/hr As per the Geotechnical Report prepared by the Geotechnical Solutions, Inc., the soil was classified as Group 'C'. Therefore, the runoff coefficient "C" is based on soil Group 'C' for the existing and the post condition. The Pre-development condition assumes 0% Imperviousness and the Post development condition divides into Impervious and Pervious areas. For the Hydrology/hydraulic analysis, only the areas (Pre and Post development) that drain westerly towards the ESA are considered. The capacity of the street storm sewer system is not in question. Detail breakdown of the areas are presented in the Appendix. The summary of Pre and Post runoff calculations is presented in the following Table. PRE VS. POST RUN-OFF SUMMARY Soil Condition Pre-development Q 100 (cfs) Post Development 0 100 (cfs) Pervious 0.18 0.06 Impervious 0.00 0.16 Total 0.18 0.22 The difference between pre and post development condition is negligible. The post development increased the impervious area and reduced the pervious area. However, the project is designed to minimize the runoff from the impervious area to the west. This is achieved by installing pervious paver surfaces in the backyard. Drainage Study -Sehgal Residence Page 6 The run-off to the west will be affectively managed by installing catch basins, drains and discharging over rip rap at two locations into an existing storm drainage basin within the property line . Drainage Study -Sehgal Residence Page 7 5.0 HYDROLOGY/HYDRULIC CALCULATIONS Pre Development Run-off Pervious Area draining to the west = 5,760 sq.ft = 0.13 Acre Pre Development Impervious Area = 0% CPre from Table 3.1 = 0.30 le from Figure 3-1 = 4.5 Pre Development Run-off -OPRE = 0.13 X 0.30 X 4.5 = 0.18 cfs Post Development Run-off Pervious Area = 2,321 sq.ft = 0.05 Acre 01 = 0.05 X 0.30 X 4.5 = 0.06 Impervious Area = 2,332 sq.ft. = 0.05 Acre CposT from Table 3.1 = 0.43 !from Figure 3.1 Table = 7.9 02 = 0.05 X 0.43 X 7.9 = 0.16 Total Runoff OPosT = 01 + 02 = 0.22 cfs Velocity at Discharge Locations Run-off is discharged at two locations: 0 at northerly location = 0.128cfs Pipe diameter = 4-inch V 1 = 0 / 02 X O .408 = 1. 95 ft/sec 0 at southerly location = 0.091 cfs Pipe diameter = 4-inch V 2 = 0 / 02 x 0 .408 = 1 . 04 ft/sec Note: As per Geotech Report, Soil is classified as Group 'C'. Drainage Study -Sehgal Residence Page8 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" NRCS Elements County Elements %IMPER. A B Soil Type t D -- Undisturbed Natural Terrain Permanent Open Space ➔o• 0.20 0.25 .21£C~ 0,35 Low Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Residential, 2.0 DU/A or less 20 ~-0.34 0.38 0.42 0.46 Low Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential Residential, 43.0 DU/A or less 80 0.76 0.77 9:.7.~ .... ·-··--. f).79-.. -. .............. . -Neigh6orhood t ~ominercial -~-. Commercial/Industriaf ·· · 80 0.76 0.77 0.78 0.79 Commercial/Industrial General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial Geperal Industrial 95 0.87 0.87 0.87 .087 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3 .1. 2 ( representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). 1 , \E:;,(.t~-r C ·--o-:;o - D ·t. Lvnp DU/A = dwelling units per acre NRCS = National Resources Conservation Setvice fl ,~, \n-t'p -:: ~~~3-- 2 'To~ ,o s;,·, C. ~o -4~ So,L. 'Tr J:>c. C ~ o.-:z ·z..'2.-ez /0 ' ........ .. I',. .... I ' ... .... .... I" . .... .... 10,0 9.0 8.0 7.0 , .. ..... ........ ......... ... , ... "' "", "' 6.0 s. , .. ·S 4.0 I" 3. 2 . -.:-..... •-a··· 1 J: -~1. iO. '!~-.!? .50, I I I I I 0,6 i 0. i 0. i I 0,3 0. '""' ~ • I"',, ' ' i... . ""' r.... '"'-- .. -· - •-'--'- 0. i... ........ • I',,, "'"" ', .... "'r-,, ,., P...._ .. .... .. ~ "' ..... "" 'r-,.. "" . ,... I'-, ... "'"' .... r-,,"' , ..... •i,.., "' ... :,,.. I', r-,, ... "'r,,_ -... " ~ t.. - _.._ _,_ ... ,-, s e ' 7 s ido \?. 1s i... ~~ • "'"' ~~ ""~ ~ ~~ i"' "'i-. ~ ~ ~~~ ~ ~~ ~ ~~~ ~~ ~~I, ~ "'• ~~ ~~~ .. ~ "'~ ~~ ~~ -~ -~ . ~~ -.. ... ~~ "'"' ,.~ ~ .. ~ ~~~ - llllllllllll 1111!1111111 . 20 30 40 50 1 Minutes Duration EQUATION I = 7.44 Pa o·0.645 I = Intensity (lnfhr) P5 = 6-Hour Precipitation {in) D = Duration (min) l'.r,.. I', ... , .... "'"' ~ r,.. """ """' I"' "--I• ... .. """ .... ·r, ,.-,.. I',,"' , ... I• "'"" ~~ ~ I',"' I'-,"' "'"' "'"" ~ ~ ... "" .... """' r,.. I• ~~ r-..., ""~ 1, f"r-, .,.. ~ ""'. I•,. ~ ~ r-.,.... """ - •-.... -:-~ "'7 1111 1111111 -1111 I 1111111 2 3 4 Hours I ~ ~ ~ ~ ~- 1111111 1111111 5 6 q, .::c ~ ! 6.0 -o 6.5 i 5.0 :, 4:5 5' 4.0 ~ 3.5 .!!!. 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 Hydl'Qlogy 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 rigtit side of the chart. (4) Draw a llne through the point parallel to the plotted lines. (5) This line Is the intensity-duration curve for the location being analyzed. AppUcatlon Fonn: (aj_~~lect~qJre.quency._._. _ .. _ .... year -- (b) Pac 3-in., P24 = --'~PP = 24 (c) Adjusted p6<2> = __ in. (d) tx = __ min. (e) I = __ in./hr. r~ 4·S %(2) Note: This chart replaces the Intensity-Duration-Frequency 3.~ curves used since 1965. 2.5 2.0 1.5 1.0 f : I • f -~-f f" P Ps ---:-·-r -fT.s·i--n ·2.r' .· f :·a-:-sr 4·· ;--,t:s·1· · 1i"'T ·s.r!·-ir "oii,aiionl · r .. ! Ti "i · i'T "h ·;-r: ~r-+·-r i' · r· "f ·1 -T --1 ~=:·~ ~ .. t~,IB-.!12['-~.:..2?.1 ~,59-l !:~\ ~,.gg~lQ:~-;-11.:..~i .!..5< 1.7-11~~ :1.§.,~.1 ______ 7 2.12 JS,18 4,24 i5,30J6,36·'t-7-42(_8,48 ,_9.54 _110.60 11.6641?,72 .. 10 _1.68_+2.5~) 3.37! 4-~¾t5.05j5.90~6.74~ 7.58 .L 8.42 _9.21. I 10.lJ ....... _15 1.30., 1.95i2:59j 3.2 __ ➔3.8~,4.54[5.19 : _5.84 \_.6,49.t 7.13 J. 7.7 ... -.. 20 .1.\9~ 11.6J~?-.!~!.2,~!;~~1-~•J7.c 1~1-L1:~~[..~1!! .. H5.r -i-~:1.6 .. ~ .9:~~ j 1_.4:9! 1-1!?.! 2-~ ... ~:!!9.J~.2~ -~?3.;_~_,2.0. J !':~!. . ~---~ ~:~. -~ _o .. ~3 1.1_,?1°! l,§!l.1_2.p1 ~2.-!~i~.,.9:Q _3.,3-g i.-~_]3 j.1,'.~-4:§6_, 1;-9!!. -·. _4__0 _Q,!l!!,~1~~ 1,~p.,?2.i.~:!>7: 2:1!! ~!..!3 .i_;,._t<>,f,3.i~. _:p~ J 4_:..f.3_ . 50 __ o.oo 1_0.eo11:1e , 1.49 , 1.19!2·~+2.39 . 2.69 , 2.98 3.28_t3.58_ ------~ '!~_ t<>.-!!01 ~~11.33~ 1.s_si !-~1: _2,1?. !. ~~ 11,2..os.1.~,9::? .. ~.1e -·-· 90 _0.41~0.61, __ 82j 1.02 i,t23j1;~ _1.63 p.84 __ 2.04 t·2.25, 2.45 -:~:ifi ~i i:fl1ii1!:5~1Iiii1~t!Jt!:l-.{:i 1.Ji-ftii ,..._ . ~-~ _Q:.~l9a~~ <>t j o.§'! ,.o~~+!!l~~.9.-!17 1 Q:..~8 1.1·~.1..1:.1.t -~A9--m .<>.1~ 19-~~,.Q. ~, 11,:~1.:.Q,~19-~,o.7~ 1Jt~!!.I ~-~.[ t ~ .1-:!3.. 360 0.17 :0.2510.'33, 0A210.SO 0.581 0.67 0.75 . 0.81 : 0.92 t.00 Intensity-Duration Design Chart -Template IF '~-UlR El 10.0 9.0 8.0 7.0 "' "'""' I,,." ... " .. ,..,, "'r... r,...._ • I'- 6.0 "' "i.... . 5,0 I'-1"-..... , 4.0 I" " I 3.0 2.0 I I ~1.0 ';:0.9 'iio;a }0.1 0.6 ,, 0.5 0.4 0.3 : 0.2 : 0.1 ' i'r-,. ·-~-·· __ ,_ ' " ""' ,. ...... t,., "'"' "'i... ""i... ,.,.. ,. -, " 1-. • t-.."" ... " -,. "'" ..... t--,...._ . ... I',,. . " "i-. "' ... I'." • •i,. ... "'" "'" " i,,.,.. ... , ... ,. '"- ""'r,... " t--." i,,. ... ,... "'"" . . ... --'-,_,_ ,_ ·- . i; 6 7 8 9 10 15 I "' 1"~~~~ I i<o/~ "'• ~ "'"'"' k ~,. ~~~ ·~~p "~ ~~ "~ ~,. """' "'"'~ -... . . I I I 20 30 Minutes ~~ ~ ~ ~~ "' "' ~ "' "' ~~ "' ~ ~ .. . ' .. 111111 111111 II 40 50 1 Duration EQUATION I = 7.44 P6 0-0.645 I = Intensity {in/hr) Ps = 6-Hour Precipitation (In) D = Duration (min) r--.,... "r--. r,.'" "'r-, "'"' "" , .. r,, I• "'"''"' " "'" "" "" "' ~ "' "' I"' " I• "" "'"' "'"' "'" I',,.. "'"' "' "'. r-,." "' "' "'"' . "' " "' "'r-,. """' r-,. "' "' 1. '"' "'"' r,,.. "'"' ~ ~ I• . ,.. ~ ,.,. .. " ~ ~~ ... .. ~-" ~ I'-- -· ,~ - I I 2 3 4 Hours • • ~ II 111 6 6 i ... . -u 6.01 5.5 t 5.0 ,::, 4.6 a 4.0 $ 3.5- 3.0 2.5 z.o 1.5 1.0 Intensity-Duration Design Chart-Template DirectJons for Application: (1) From precipitation maps determine 6 hr and 24 hr amounJs for the sel~cted frequency. These maps are included in the County Hydrology Manual ( 10, 50, 811d 100 yr maps included ln 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) Thls llne Is the intensity-duration curve for the location being analyzed. Application Form; (a) Selected frequency ICH> year -'2 ,, . C.-, Pi: I.';; (2) (b) Pe= _-.,_._v_ in., P24 = ~ •~ = ~ % (c) Adjusted P6<2> = __ in. (d) tx = --. min. (e) I= __ ir,Jhr. 'l = ,-~ Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. . •~rail~[:f :~,f ~f(:;t\~=~ :r;.~t ,·4~~,f:~~p~:-f ··;:.:srµ,. . ~:~. ~ _?,~4;,,~§+~~?j.J!.-!'19.~ l1~2?[J9;~ i.1J.:~ _;E _11:1~.J§,~. ..... -1 _2.,2 ~.18~4.24 s;ao_l e.3&i1,42~ eJ.4e ;.e.5-4.i 10.60 11:e&f 12.72 ..... _10 .. 1.68.j2.53i_3.3714.,21 t5.0S;S.90r6.74 J -5!! _8.42 , 1 . 9-f 1.10.11 . ···-··· 15 1.30_;1.9512.69 ! 3 . .24t3.89i4.54; 5.19 l 5.~+6.49. 7., .. 3 / 7.781 __ . ?Q _1,08 ;1:~!\201.§..j .. 2.:.~!lt~'~~!~'17~.!+~~t~~~\-§;~+·6,;'I§_ , :.:·--~.; -~:~4t1~l:~;1,:,~J{~j_;:~1,t,itt~:!ll~rt~ 'JJl ....... _50 .!!:6.-~ 11,9t 1,:AA.i.1 .. ~.;.~007 , ?•.4.1+?•?f J .~ .. 10.[ :3.4~1 ~:?.~J :,:_13~ _ _. .• 0.60_i 0.90p .19,l-1.49+ 1.79j2.09~2.3 .. '. 2.69,i 2.98.[ 3.28 J 3.58 ____ . .!!!. 9:!>~. ,Q.80! !-~.: ~-~, ~,.69 i.t ee1 .2.g ) 2.~9 . ?>.~.! ~.Q? 1·~·l8. ·--_0.41 rn-61 g.a21,.02 ~1.23 j,1.431 ,.63..;. 1.84J.2,04 .. 2.25 .. 2.~5 .. _ 1.i!!! .. 4:~.!%~1 .. -~,.'l•~-:~,0.?!,1.-!ll: _1~§ jJ~~ I J.n.J .. ) 1,!17.. ~9.~ . ........ 1so _0.29.! ,44[0:~,oc73\o,ss:1t oa~.1.1: 1 .. t.32 , u1 r 1.s2 1.J.6 ....... ~ ·~~·rn~~ ~43 ~~~:ijm~&:~~1.a:i1t 6:~r+H·1 ~:n~,1~~ . ·-3C!O .o.t910.~ o.sa .. o.47..J.0.56 o.sst o.1s 1-.. o.86 f'o .. __ .u.oa 1.1s_, 360 0.17 JQ,2J!~ 0.42 l0.!iQ 0,58, 0.67 .0,75 , 0.84 :.0.92 1.QO FI G U R .E ~ t-w w l1. ~ w 0 z ~ (/) a w (/) a: ::, 0 0 n:: w t-~ 1001 I.,, I -WY// 'b~¥r.~-A ,." ~ ~· .t,,. / ,_ :71 ~7b 1----1~ :~W /2~P:~Y 0 I ~ .EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) = 1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes I I T -:: ,2. SOURCE: Airport Drainage, Fedetal Aviation Administration, 1965 .... 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ON AV/IP or C ·y or CA.RlS&tO ~ 85 l5 BOUNDARY NOTE: THE l'lAT SHOWN HDEON IIEPIIESENTS A IIEST m 0f THE ll[cca, l0UNDM'I' TO lllE F'OUND IDIUMENTS MCI LINES Of OCCUPATION. IT SHAU. NOT IE CONSIDEltEO THE nNAL IOUNIWI'(, AND A IOUNOAIIY WY IS RE00IAIDIDD> 1'111011 TO DES1G11 OR COMST1IUCT10N Of IMl'IIO'IDIDn'S I / --------,pP ,-/ ,. ~ I ~• \ ,~. ----- C I " flUINS Nf;PM--:D ~ N TOAL I ENGINUJUNG. INC. @@@ CIVIL [NQINEERINQ LANO IUIIIY[TING STOl!VWATlR QUALITY Ill A,e1U 1 N•••rr• h 11 Cl11U tlt, CA tHU I • I 4 I t I I I I II I ...... io,, •• , ... "1., ct• ' ~ ',----/ I 1~ 1 E·-"" I re J ~orOR - I ! y 1 y , ~ ! ~i / l·H I I I I I I~ / I</ ct:, ,< > < ~~ 1 ·11 I I I . , 0 I I ·II I I I ; . I ~1 .~I~ I I // ' /J >-< '-..~// w ~~ > ~ ~ 0::: .... ::i :::, ~ c5 Cl) .... 0 u ~~ "" "' Ill__, I ii! ~ a. c5 u <( ~i i 0::: c., .... 0 0 ti ~ .it a. al < • 0 ~ ~ E_ 0 ., f-~~ ""' ~VA...l 7 21 17 118"•1 E ~n V$--: ... ( 7 23 17 [JIii.. t.'Sf O¥rlG "'J .... w ,;~;5 I"';" I 7 POST 0EVELOPM ENT PLA N LOT 291 ;. I f"#'u/ x _o;r-,.;~:=~~~f/~~~£}_~·i:,~~~;i~4~d.~~7n. ~o..r.. '4 t rlrcr .. . ~ 7... j:?<<UL/Uc ...... -+ +/ i'.LUift 7ff,u-•• . . ~wv✓w~o,t ,.. : : j ~ifi,~<<,U:~U {U<L A ~ -, .. ½ ,. ---+ ~ + -... . ·''. V +: ~---4~1 ~o -r P00l ......... ,. -- ------..., / \ I .,:,> I I 1• : (I I I !'1 1+ e I ,.. I ,,1 I+ t> .. • v~+I I I + • I+ I IW I ... !4 ~-' _:r.li' ~ ■ i.oo .. i --"" .w.... ~ + + ~ I ,.. =--~-~ -_ .:-:;,-:_~-~~..;e_.}ri--I 7 ---------I I • -~ .,, I ,... ,., ---~-,~ i:---~;~e~----''------~-. 4 .,,. ' . ,,,,,,,, I ,,_, I -~•,,,,,,,, k~ DRAINS TO THE REAR (ESA): DRAINS TO THE FRONT /STREET: ~ ~ PERVIOUS PAYERS = 669 SQ. FT. Landscape (Pervious) = 1465 SQ. FT. CJ LANDSCAPE (PERVIOUS) = 1,352 SQ. FT. Im pervious Pavers = 241 SQ. FT. lifflll IMPERVIOUS PAVERS (DRAINS TO REAR) = 397 SQ. FT. Roof Area = 1953 SQ. FT. CJ ROOF AND DECK DRAIN TO REAR .... = 1935 SQ. FT. Driveway = 569 SQ. FT. Total Impervious Area (drains t o Rear) = 2332 SQ. FT. Total Impervious Area = 2763 SQ. FT. (drains to Front) ,,, "'" -"'" NTW. -"'-REVISION DESCRIPTION ..... -. ~--- ., --. f I <. ', ----1ft'~ 3: 3: I 3: 3: 3: w 3: ~ 3: 3: ,..-"' I 3: ~'\f..:. ~ 3: '1-..,,,fa,. 3: / / ~,·1~ J/ ...... , ... ,,.,..» / <t: /3: 0:::// ,. ,t- ~ 3: ~ ... y . ,.,., ., 3: 3: w~ 3: 3: 3: ,c- ~r / / / / !. if' 4;:fP" r.1"-~ ............. "rJJ I ,,,,,,., l.,. -...... ']: / ,_ / ----~tss~ -~~\t, ... --'V..li:..,( '~, "' ~ .t "'J. ~ Ho. 26087 ::; ~ Exp. 3/31/20 * ~ ..fl\'\~~ #''fl: 1'£ Oy n\.\'il"l _... I~ II CIJl~ £,~BAD lfTI POST OEVELOPMENT PIAN FOR: SEHGAL RESIDENCE 71 29 AVIARA DRIVE GIi 2018--0051 1:= Ila: "'""" ""1[ I l=~:==11 ""' ...... cm-. PROJECT NO. II ORAWING NO. PO 2018-0036 515-6A