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Home My WebLink AboutCT 2017-0005; GRAND WEST; PRELIMINARY DRAINAGE STUDY; 2018-03-01,.. ,.. ... ... .. .. .. .. ... .. .. .. .. BY: PRELIMINARY DRAINAGE STUDY FOR CT 2017-0005/PUD 2017-0005 GRAND WEST CARLSBAD, CA 92008 OWNER: IC>'r"."'\,=. I • • ., iri -'.7-S7"\ -,U MA~ 0 :J. 2018 ERIC DEJONG C> ~~, .. , --.-. . . . . " '' 0 8A 807 EAST MISSION ROAD SAN MARCOS, CA. (760) 744-7191 FLA.f\ · ·. . ' .. _..,, D . 11\,i~l, 01\/IS/Oi\f ENGINEER: MASSON & ASSOCIATES, INC . 200 E. Washington Ave. Suite 200 Escondido, CA 92025 (760) 741-3570 /Lawrence S. Eisenhart, RCE #68233 .. .. .. C PN: 16277 Date: March I, 20 I 8 l:\16\16277\PROD\Reports\Hydro/o~,\16277- ,. Hydrology.doc ~ [ [ C C ... ... ... ! .. ... .. ... .. VICINITY MAP INTRODUCTION TABLE OF CONTENTS EXISTING DRAINAGE PATTERNS PROPOSED DRAINAGE PATTERNS HYDROLOGY CRITERIA HYDROLOGY METHODOLOGY HYDROLOGY RES UL TS CONCLUSION APPENDIX EXISTING CONDITION MAP PROPOSED CONDITION MAP I:\] 6\16277\PROD\Reports\Hydrology\16277- .. Hydrology.doc ... , .. ... l [ ... ... ... ... ... ... ... ... ... ... ... 1111 C "' ' .. GRAND WEST CARLSBAD, CA PROJECT LOCATION LAGUNA DR. LAGUNA DR • CALIF. COORD. INDEX 362-1665 VICINITY MAP: NOT TO SCALE /: \16\16277\PROD\R.eports\Hydrology\J 6277- ... Hydrology.doc ... J:\/6\/6277\PROD\Repons\Hydrology\/6277- Hydrology.doc ,.. 11a INTRODUCTION: ,.. Ii,. This drainage report has been prepared in support of the Tentative Map Entitlement submittal for the Grand West (the project), which is located in the City of Carlsbad, California. The purpose of this report is to ,.. determine the peak 100-yr discharge values for the project. The project site is located on 972 and 988 Grand Avenue, and is bounded by ex1stmg residential ,.. development on the east & west, and a multi-family residential on tlte north side oftlte project. The project ~ fronts Grand Avenue (public roadway). The proposed project is to remove the two (2) existing residential lots and convert it into one single lot (approximately 0.43 acres) and develop a 6-unit triplex townhouse ~ condominium. II, EXISTING DRAINAGE PATTERNS: "" i. The project site is currently developed with two (2) existing single family homes, with miscellaneous hardscape and landscaping. The two (2) sites primarily drains from the rear of the lot towards Grand "" A venue. Drainage is then conveyed along Grand A venue to an existing concrete cross gutter and then i. crosses over Grand A venue, and then continues down along Grand A venue until it is collected into an existing curb inlet located just east of Jefferson Street. Drainage is then confluence from the curb inlet and "'" piped tlrrough the existing public storm drain system . .. PROPOSED DRAINAGE PATTERNS: "" ' .., The proposed development will maintain the existing drainage patterns by draining the site towards Grand Avenue. Drainage from the site will be conveyed through the site's storm water BMPs in order to meet the "' site's water quality requirements, and tlten will convey into a proposed underground vault. Runoff will then i.. be pumped up to a proposed above ground vault, and will discharged through curb outlets into the existing curb & gutter along Grand Avenue, and therefore will maintain tlte site's existing drainage patterns . ... I., HYDROLOGY: ""' Table 1 summarizes the key hydrology assumptions and criteria used for the calculations . ... Table 1: Hydrology/Hydraulic Criteria !"" .. ... ... ... ... "" ! "" .. Existing and Proposed Hvdrology Soil Type Total Proiect Area Existing Tc (Time of Concentration) Proposed Tc (Time of Concentration) Existing and Proposed Pervious Runoff Coefficients (Cp) Rainfall Intensity J:\16\16277\PROD\Reports\Hydrology\16277-'9" Hydrology.doc la. 100 year storm frequency Hydrologic Soil Group B (based on NRCS Websoil Survey) 18,550 sq. ft. See Calculations 5 minutes to each basin 0.32 (Single Family Residential), 0.58 (Multi-Family Residential) Per Table 1 of the County of San Diego's Evaluation of Rational Method "C" Values See Calculations [ HYDROLOGY METHODOLOGY: ,.. I,. Existing Condition Hydrology calculations were completed for existing condition for the two (2) single-family residential lots r' using the Rational Method as described in the San Diego County Hydrology Manual dated June 2003 as Ii,. follows: C Q=CIA; Where: C Q = peak discharge, in cubic feet per second ( cfs) C = runoff coefficient I = average rainfall intensity (in/hr) A= drainage area (acres) C The runoff coefficient for each lot was determined by using the following San Diego County Hydrology formula: r 1111 C = 0.90 x (%Impervious)+ Cp (1-% Impervious) c Where: Cp = 0.32 (Single-Family Residential (Table 1) Table 2 below summarizes the results for the existing condition runoff coefficient. ,.. lo. Table 2: Summary of Existing Condition Coefficient Results C Basin Total Area Impervious Pervious % Impervious % Pervious (SF) (SF) (SF) 1 9,275 3,395 5,880 37 63 2 9,275 3,402 5,873 37 63 C 0.53 0.53 ,.. The average rainfall intensity (I) was evaluated for each lot using the following County of San Diego's 1,,, formula: C I= 7.44 x P6 x Tc-0645 Where: P6 = 2. 75 in (Precipitation for 100-yr 6-hr storm (See Figure 3-1 )) Tc= Time of Concentration The Time of Concentration (Tc) was computed using the County of San Diego's formula for overland flow c (See Figure 3-3): Tc= (1.8 x (1.1-C) x D112)/S"3 ,.. lo. Where: D = 70 feet (Per Table 3-2) S = Slope (See Existing Hydrology Exhibit) C The peak flow runoff for the existing condition was determined at conveyance point (CP #2). below summarizes these results. C ,-1:\16\16277\PROD\Reports\Hydrology\16277- ~ Hydrology.doc Table 3 ( ( ( Table 3: Summary of Existing Condition Peak Flow Runoff CP# C Tc Intensity (mins) (in/hr) 1 0.41 9 4.95 2 0.41 9 4.95 Area Qwo (acres) (cfs) 0.22 0.45 0.43 0.87 ( Proposed Condition Hydrology calculations were completed for proposed condition using the same Rational Method as described in the existing condition above and by performing a single stage-storage calculation to determine ( basin routing to ultimately determine the discharge from each basin. This was done by performing the following steps: C Step 1: Determine peak flows (Q100) to each basin (Q =CIA). Step 2: Determine basin height (WSEL). Step 3: Determine basin storage (Basin Area x WSEL). Step 4: Outflow equals peak flows (Q100) to each basin. C Step 5: Determine Stage-Indication at each basin (2S/T + 0) Step 6: Determine outflow ([(Outflow/Stag-Indication) x (Outflow)]) la, Table 4 below summarizes the results for the runoff coefficient. ... l, Table 4: Summary of Proposed Coefficient Results C Basin Total Area Impervious Pervious % Impervious (SF) (SF) (SF) 1 9,885 8,595 1,290 86 2 4,730 2,740 1,990 58 3 3,935 2,559 1,376 65 ~ Table 5 below summarizes the proposed peak flow runoff to each basin. Table 5: Summary of Proposed Condition Peak Flow Runoff to each Basin ~ .. CP# C Tc Intensity Area (mins) (in/hr) (acres) 1 0.85 5 7.24 0.22 2 0.76 5 7.24 0.11 "" 3 0.79 5 7.24 0.09 "" Table 6 below summarizes the results for the proposed basin outflows. la, ,.. ~ ,.. /: \/ 6\16277\PROD\Reports\Hydrology\l 6277- ~ Hydrology.doc ¾Pervious C 14 0.85 42 0.76 35 0.79 Q,oo (cfs) 1.35 0.60 0.51 C Table 6: Summary of Proposed Basin Outflows ( C Basin Stage-QJOO Basin WSEL Basin Area Storage (S) Outflow (0) Indication Outflow (FT) (SF) (CFS) (2S/T + 0) (CFS) (CF) (CFS) 1 3.16 236 746 1.35 6.33 0.30 C 2 3.16 71 224 0.60 2.10 0.18 3 3.16 64 202 0.51 1.86 0.15 Total 0.63 C Since all three basins are piped directly from the basins to the street, for purposes of calculating the [ proposed peak flow runoff, the sum of all three outflows was added up. HYDROLOGY RESULTS: ( The goal of the Rational Method analysis was to determine the peak 100-year flow rates. Development of this project site will decrease the I 00-year runoff from the site from an existing flow of 0.87 cfs to a [ proposed peak flow of 0.63 cfs, a difference of -0.24 cfs. CONCLUSION ~ I.. This drainage report supports the Tentative Map Entitlement for the proposed Grand West project. This report was prepared to ensure that the project development would not adversely affect on the existing C downstream storm drain system during the peak flow condition. Hydrology calculations indicated that the development of this project will have an overall decrease in peak flows due to the installation of bio- retention basins used for the project's water quality requirements. On-site flows are not altered and the r"' ultimate discharge point remains the same . ... C ~ ... ,.. -IIIII /:\16\16277\PROD\Reports\Hydrology\16277- ... Hydrology.doc San Diego CO\lnty Hydrology Manual Date: June: 2003 Table 3-l Section: P.agc: RUNOFF COEFFlClENTS FOR URBAN AREAS Land Use RunoffCocflicicnt "C" Soil Type NRCS Elements COUtltv Elements %IMPER. A B UncUsturbcd Natural Terrain (Natural) Permanent Open Spa('C o·• 0.20 0.15 tow txnsity Rcsrdtntial (LOR.} Residential, 1.0 IJU/A or kss 10 (),Z7 (§) low Ocnt-ity Residential (LDR} Rcsidcntiid. 2.0 DU/A or Jess 20 0,34 0.38 Lo\\' lkn!'ity Rc:s-idcntiaJ (LPR} Residential. 2.9 PU//\ or le~ ?5 0.38 0,41 :\tedium Den~ty R~idcntial (MDR} Residential, 4.3 DU/A or lc.'IS 30 0.4 1 0.4S ~fodium Dms.ity Rnidcntial {MOR} Rcsidmtial, 7..3 DU/A or less 40 0.48 0.51 Medium Density Ri:sidential (MDR) Roiidmt.iat 10.9 DU/A or less 45 052 0.54 Medium IX-nsil}' Rcsi<k-ntial (MDR} Residential 14.5 DU/A or l~---s so 0.55 @ HigJ1 Dcns.ity Residential (HDR) Residential 24.0 DUlA or less 6S 0.66 0.67 ttigh Dcns.ily Rcsi<kntial (HDR) Residential, 43.0 DU/A or less 80 0.76 O.TT ('om.mcrc:mlilndus.trial (N, Com) ~cighborhood Commercial 80 0.76 0.77 Commcrcialflndus.tri,t.l (G. Corri) General Commo.--rcial !'.IS O.t<O o .. 0 Comm.:rcia.1Jtn<lu~tria1 tO.P. Com) 01:rrcc Profc.ssion.iVComrncrrial. 91) 0.83 O.S4 CnmmcrciaVlndp."ttritl (Limited I.) limited Induurial 90 O.R3 0.84 Commm:ialJlndumial General I.) General lndu1trial 9:S O.R7 0.&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 O.R7 3 6of26 D 0.3S 0.41 0.4fi, 0.49' 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 o.ss 0.&7 "The \':tlu6 associ.atnl with ~'ft impervious may Ix used for din:<.1 calc-ul~tion of the tUnOff eocfficient as d~-rlbed in Se\':tion 3.1.2 (repreknting the pm'ioo.s ruooff cocJficicnt. Cp, for the soil type). or for a.re,u that will remain undillnubcd in perpetuity. Ju.uifkalion muSst be gi1,·1:n truu ·the lll'C'.t will n:main natural fon:vl-r (e.g., Lhe area is locatro in Clc·veland Na6onaJ Forest). l>U/A = d\vclling units l)i.'T acrli! NRCS = National Resources Conservation Service /:\/ 6\16277\PROD\Reports\Hydrology\l 62 77- Hydrology.doc 10.0 9.0 11.0 T.0 6.0 s.o 3.0 2.0 1' ....... -,.. "- i,.., ' "'-X .. .J.... f "' .... , Ff ... 'N.. I I I ... .... ... ' ....... ... l ....... .... ""--"'"'"' I ....... ... "'"'"" ~~~ I "i.... ~ • ... ,., ,.,~~ ~ ... t-. i.... ... • ~~ l ~ ... "" ""i.... .... ... ,. ~ r ....... "" • "'~~ ~ :0,,, .. ...... ~ ~ ilii ... "'"'~ ~ I "i.... " 7 """' .... ~~ ,. """" ...... l ~ .. ~ "'~ I r I " I I l o.s I 11 0.3 I I I 0.2 L , l I 0,1 I 5 G 7 8 t 10 20 310 Minutes l:\16\J 6277\PROD\Reports\Hydrology\J 6277- Hydrology.doc r i II ! I I 111111, I !I ' I 11111 I i i I 111111 HI EQUATION 'I .. 1.<H Pe c,-0.845 I I • lnlenslty (inltw} : Ps: 6-Hour Precipitatlon (in) ~ ~ 0 • Dw11tion(min) ..!. ~ 1i fl 1 M ~ I I I: I ri t ..J ~ "'" .... l ~ ~ "'" ........ ~ ... II ~ "'~ l II .. ....... ~ I• ... ~ l'1 r-,,,., .... ~ ~ ~ 1 .. ..., ....... I•~ "'~ "'~ "'~ I I " .... " "' I ~ ... .... I" ... 4, " l ~I '"'~ ~ I l Ii 1 .. ~"' r I " n~ I• l I ""i-,; t-.,,.,. t l 2 3 4 Houts j I I I J I, 2.5 ~ z.o 1.5 1.0 5 e (1) From ~letion map5 detemTine 6 hr and 24 hr emoura for lhe aelec:ted frequency. ilieee maps are tnduded fn 1he Col.ny H)'drology Mai'wl (10, 50, and 100yr maps Included rn the· Design and Procedure Ma nuel). (2) AdjuSt 6 hr pn,clpitation (if necessary) so that 11 rs within the range of 45% kl 65'-of the 24 hr pr'1ICipitation (not eppicape to OeHrt). (3) Plot fJ hr precipitation on the right $ide of the cti.t. (4) Dfflw a line through the point P8flllel to the pl'Ql1ed line$. (5) This llne ia the inhtnaity-dunnon curve for-lhe location being aMlyz.ed. A11,nc111vnPClf'ft (a) Selected frcqueflCy ~ year (b} p • 2.75 In. p • 4.50 ~ • 61 'l,(Z) 6 ---• 24 ---'15i4 --- (C} AdjuSted p6(7J • __ in. (d) Ix • --min. (e) I • ___ ini.lhr. Not~: This cl'latt replaces tne ln~ation-Frequency CUNeS US4!d since 1965. 3-1 EXAMPLE: Given: Waleroourse 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) VO l'fs FIGURE Rational formula -Overland Time of Flow Homograph 3.3 I:\ I 6\ I 6277\P ROD\Reports\Hydrology\ 16277- Hydrology.doc T1tblt 3-2 MAXDIUt\·I O\'ERLA:. !D FLOW LENGffl (LM) & INITIAL TIJ\.IE OF CONCENTRATION (Til Element• DU/ .5%, 1% 2~{i 3¾ 5% Acre L.,,, Tii Lt.~ T; lM Ti LM Ti LM Ti Natural so 13.2 70 i2.s 8$ 10.9 100 10.3 100 8.7 LDR I 50 12.2 & u.s S5 10.0 100 9.S 100 S.O ll)lt l 50 11,3 10 mo.s 85 9.2 100 ~J·l ·100 7.4 LDR .2.9 50 10.7 70 iO.O s.s S.8 95 8.1 100 7,0 ~IDR 4 ~ _.) 50 10.2 70 9.6 80 8.1 ,95 7.8 100 6.7 C\·IDR 7.3 50 9.2 65 S.4 8.0 i.4 95 7.0 100 6.0 t\IDR ·10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 S.7 Milk 14 . .S 50 8.2 65 ?.4 rm (,,S 90 6.0 100 5.4 HOR 24 50 6.7 6$ 6J 75 5.1 90 4.9 95 4.J HOR 43 50 5.3 65 4.1 75 4.0 85, 3.8 95 3.4 N.Com 50 5.3 60 4.5 75 4.0 85 :ts 95 3.4 G.Com 50 4.7 60 4.1 75 3.6 8.S l .4· 90 2.9 ()J>JCom 50 4.2 60 3.7 70 3.·1 MO 2.9 90 2.6 Litni1cd l. 50 4.2 60 3.7 70 3.1 so 2~9 90 2.6 G~11eral I. 50 3.7 ,60 3.2 70 2.7 80 2.6 90 2.J *Seie Tobfe 3-1 for more detai]e-d dtsl.Tipcion I: \I 6\16277\PROD\ReporuVfydrology\16277- Hydrology.doc i0%, LM Ti JOO 6 ~Q1 lOC) 6.4 JO(• S.M 100 5.& 100 5-3 JOO 4.8 100 4.S 100 4.3 JOO J.5 JOO 2,7 100 ., ? ..... 100 2.4 10() 2.2 100 l r2 100 1.9 1:\16\16277\PROD\Reports\Hydrology\16277- Hydrology.doc >- County of San Diego Hydrology Manual • 1 N Y•r Ital.WI Enaf ·, Hews IIOO!:N-*(i""'-) DPW •GIS ~~=-- ~ SlfiGIS \I.< H..~ \n l)i:~(..nrtt\..J! 1~1 :·: \;,' ·l'-LL·.;.::: ~~· :' L f : :1: ,:, l 1 : TT, : 1 r T+' ,;1T1, ~ r : ,, T I :Z:, 11 1 , ~I' --l.1 t P I I T j I I T " l b ·--1-+-+--Hl•--'-i-+--I-~ ., ! , _ ; , , +· • 4 I l'l, • l _. 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CP# CONCENTRATION POINT NUMBER 100-YEAR DISCHARGE tc = TIME OF CONCENTRATION ---------BASIN BOUNDARY FLOW LINE PROJECT BOUNDARY r --· --· ----------· ----------· --· ---· 1 ........ -.......................... . . . . . . . . -. -................ -........ . . . . . . . . . . . . . . . . . . . . . . -............. . . . . . . -. -....... --... -..... -........ . . . . . . . . . . . . . . . -.................... . . . . . . . . . . . . . . . -.................... . W/1//M I I PAVED DRIVEWAY AREA STRUCTURES LANDSCAPE AREA . BASIN 1 AREA = 9,885 SQ. FT. PAVED AREA = 5,512 SQ. FT. STRUCTURE AREA -3,083 SQ. FT. - LANDSCAPE AREA -1,290 SQ. FT. - BASIN 2 AREA = 4,730 SQ. FT. -- STRUCTURE AREA -2, 7 40-so. FT. - LANDSCAPE AREA -1,990 SQ. FT. - BASIN 3 AREA = 3,935 SQ. FT. STRUCTURE AREA -2,559 SQ. FT. - LANDSCAPE AREA -1,376 SQ. FT. - PROJECT LOCATION LAGUNA DR. .-------r------·-LAGUNA DR. .N CALIF. COORD. INDEX 362-1665 VICINITY MAP: NOT TO SCALE Planning .._ Engineering .._ Surveying Solved. 200 E. Washington Ave., Suite 200 · & ASSOCIATES, INC. Escondido, CA 92025 0. 760.741.3570 F. 760.741.1786 www.masson-assoc.com PROPOSED HYDROLOGY MAP RECORD COPY I PRO.It ~ I NO. I 11M. ME I &2£Nfii I