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CT 2017-0005; Grand West; Final Drainage Study for Grand West; 2020-09-15
I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc FINAL DRAINAGE STUDY FOR GRAND WEST CT 2017-0005 CARLSBAD, CA 92008 PREPARED FOR: ERIC DE JONG 807 EAST MISSION ROAD SAN MARCOS, CA. (760) 744-7191 PREPARED BY: MASSON & ASSOCIATES, INC. 200 E. Washington Ave. Suite 200 Escondido, CA 92025 (760) 741-3570 BY: _______________________________________ Robert D’Amaro, RCE# C081699 PN: 16277 Date: January 22, 2019 Updated: May 22, 2019 Updated: July 22, 2019 Updated: Sept. 15, 2020 MASSON & ASSOCIATES, INC, I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc TABLE OF CONTENTS VICINITY MAP INTRODUCTION EXISTING DRAINAGE PROPOSED DRAINAGE HYDROLOGY CRITERIA HYDROLOGY METHODOLOGY CONCLUSION APPENDIX EXISTING CONDITION MAP PROPOSED CONDITION MAP HYDROLOGY CALCUATIONS UNDERGROUND VAULT AND PUMP I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc GRAND WEST CARLSBAD, CA ..,: en I PROJECT LOCATION LAGUNA DR. A \ LAGUNA DR. ..,: en .N CALIF. COORD. INDEX 362-1665 VICINITY MAP: NOT TO SCALE I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc PROJECT SITE I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc INTRODUCTION: The project site is located on 972 and 988 Grand Avenue, and is bounded by existing residential development on the east & west, and a multi-family residential on the north side of the project. The project fronts Grand Avenue (public roadway). The proposed project will remove the two (2) existing residential lots and convert them into one single lot (approximately 0.43 acres) and develop a 6-unit triplex townhouse condominium. This drainage report analyzes the difference in the pre-development and the post-development storm water discharge from the site, including basin routing calculations through the site’s three (3) water quality bio- filtration basins. EXISTING DRAINAGE: The project site is currently developed with two (2) existing single family homes, with miscellaneous hardscape and landscaping. Each lot primarily drains from the rear of the lot towards Grand Avenue, as a typical lot drainage towards the street (See Existing Condition Map in Appendix). Drainage is then conveyed along Grand Avenue to an existing concrete cross gutter, crosses over Grand Avenue, then continues along Grand Avenue west until it is collected into an existing curb inlet located west of the southwest corner of Jefferson Street and Grand Avenue, and ultimately drains onto Buena Vista Lagoon. PROPOSED DRAINAGE: The proposed developed project site will be designed so that it will have three (3) separate drainage basins that drain directly into three (3) separate water quality basins (See Proposed Condition Map in Appendix). Each basin will be designed to provide water quality treatment for the site, but will also provide some attenuation for 100 year flood control. All basins will discharge into an underground vault that will have a mechanical pump. This will pump runoff up into an above ground planter/vault located on-site, that will discharge runoff via gravity into Grand Avenue. All the discharged runoff from the site drains into an existing curb inlet located just west of the southwest corner of Jefferson Street and Grand Avenue, and ultimately drains onto Buena Vista Lagoon as an existing condition. HYDROLOGY: Table 1 summarizes the key hydrology assumptions and criteria used for the calculations. Table 1: Hydrology/Hydraulic Criteria Existing and Proposed Hydrology 100 year storm frequency Soil Type Hydrologic Soil Group B (based on NRCS Websoil Survey) Total Project Area 18,550 sq. ft. Existing Tc (Time of Concentration) 5 minutes Proposed Tc (Time of Concentration) 5 minutes to each basin Existing and Proposed Pervious Runoff Coefficients (Cp) 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 Rainfall Intensity See Calculations I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc HYDROLOGY METHODOLOGY: Hydrology calculations were completed for the existing and proposed condition for the site using the Rational Method as described in the San Diego County Hydrology Manual dated June 2003 as follows: Q = C I A; Where: Q = peak discharge, in cubic feet per second (cfs) C = runoff coefficient I = average rainfall intensity (in/hr) A= drainage area (acres) The runoff coefficient for each lot was determined by using the following San Diego County Hydrology formula: C = 0.90 x (% Impervious) + Cp (1-% Impervious) Where: Cp = 0.32 (Single-Family Residential (Table 1) Table 2 below summarizes the results for the existing condition runoff coefficient and Table 3 for the proposed condition. Table 2: Summary of Existing Condition Coefficient Results Basin Total Area (SF) Impervious (SF) Pervious (SF) % Impervious % Pervious C 1 9275 3395 5880 37 63 0.53 2 9275 3758 5517 41 59 0.56 Avg.Total 18550 7153 11397 39 61 0.55 Table 3: Summary of Proposed Coefficient Results Basin Total Area (SF) Impervious (SF) Pervious (SF) % Impervious % Pervious C 1 3823 2283 1540 60 40 0.67 2 3749 2173 1577 58 42 0.66 3 10112 8850 1262 88 12 0.83 The average rainfall intensity (I) was evaluated for each lot using the following County of San Diego’s formula: I = 7.44 x P6 x Tc-0.645 Where: P6 = 2.75 in (Precipitation for 100-yr 6-hr storm (See Figure 3-1)) Tc = Time of Concentration The peak flow runoff for the existing and proposed condition was determined at conveyance point (CP #2). Table 4 below summarizes these results for the exiting and Table 5 for the proposed. I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc Table 4: Summary of Existing Condition Peak Flow Runoff CP # C Tc (mins) P6 Intensity (in/hr) Area (acres) Q100 (cfs) 1 0.55 5.00 2.75 7.2 0.42 1.66 Table 5: Summary of Proposed Condition Peak Flow Runoff to each Basin Basin C Tc (mins) Intensity (in/hr) Area (acres) Q100 (Before Attenuation) (cfs) Q100 (After Attenuation) (cfs)* 1 0.67 5 7.2 0.09 0.44 0.27 2 0.66 5 7.2 0.09 0.43 0.31 3 0.83 5 7.2 0.23 1.38 0.78 Total (CP#1) - - - 0.41 2.25 1.37 *See attenuation Calculation for reference Proposed Drainage System City regulations require that the post-development peak flow (Q100) discharge may not exceed the pre- developed peak flow rate. Storm runoff from the development are directed into proposed bio-filtrations basins, for which these are designed to provide water quality treatment for the site, but they also provide peak attenuation. These Basins were analyzed to determine if there was enough available storage to handle the peak volume from each of the basin watersheds (See Hydrology Calculations in Appendix). Table 6 below summarizes these results. Table 6: Summary of Proposed Basins Basin Basin Total Depth (ft) Riser Depth (ft) Basin Area (sf) W/S Depth (ft) Basin Total Volume (cf) Basin Volume Used (cf) Free Board to Top of Wall (ft) 1 2.97 1.00 94 1.43 396 225 1.54 2 1.75 0.5 73 0.89 217 148 0.86 3 1.95 0.5 260 1.39 827 584 0.56 Per the result shown in the tables above, basins accumulative volume provided for 100-yr Peak volume are greater that the basins required total volume. Therefor the combined proposed basins have the capacity to retain the existing peak volume. (See Hydrology Calculations in Appendix utilizing the Hydrology Studio). The underground vault storage of and a mechanical pump are required to pump 32 GPM (0.07 cf) to the above ground. The underground vault would be a 4’x4’ with 10’ height to provide 160 cf volume. (See Underground Vault and Pump in the Appendix). I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc CONCLUSION Using the hydrology calculations indicated, we have determined the pre- & post-development peak flows (Q100) for the site. In the pre-development condition the flows were determined to be 1.66 cfs, and the post- development conditions flows were determined to be 2.25 cfs. This shows an increase in the overall peak flows from pre- to post-development. Bio-retention basins will be used for attenuation to reduce the post-development flows to 1.37 cfs, which is below the pre-development condition. All the basins eventually discharge from the same ultimate concentration point, and onto the existing drainage route. I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc San Diego County Hydrology ianl!lal DaJte: June 2003 Table 3-1 Si=i:;tioo: ra,ge: R-NOFl' COEF.FICIENTS FOR URBAN A.REAS Lalllid 1J5e Runoff Codficieint ··c'" Soil Type RCS Elements Conn , Elen1.ents % IM.PER. A B Undi~t11rbed Nalural Terrain (Natural) Permanent Ope:11 Sp11ce o• 0.20 ll.ZS low Dens.ily R1,:sid .. 11ti al CLDR} Ile id1Jnt1.il, 1.0 DUI/\ or less IU 0.27 ® [ ow D~m,i1y Restd~1i al lLDR} Residi::mi.il, 2.0 DUI A 01· less iO ·0.34 0.38 Low [JeD:;.ity Re ·itlcntial (LfJR} RCliidcmiat 2.9 l)U!A or le.5s 25 0, 0.41 Medium Di::m;it Re!i.Wrntial {MDR} Rl!-'iiden1i11l, 4.3 DU/ A or lc-s:,; 30 0.4 1. 0.45 Medium Density Re1,id.cJlti.al (fl.IDR} Residt"ntial, 7.3 DU/A or lc"ss 40 0.4 0.51 Medium Dt:nsit)• Res.idenC.ial (MDR) RtSidt:nLial, 'I0.9 DU/A ut less 45 0.52 0.54 1edium Dens.it)' Res.id~nti.:il {MOR Re identiBI, 14.5 DU/A or l s. 50 0.55 ® High Dens.it Res.ide:ntial (HOR) It idelYli~I, 2.4.0 DU/A or less 65 0.66 0.67 Higb Density Rcs.i<l.ential lHDR) Re identi~J. 43 .0 DU/A 01· less 80 0,76 0.77 CommtJrcialllndus.trial { .Com) Neighborhood Commercial 80 0,76 0.77 Commcrcial/l11dus.1Jfal ,(G. om) ·General Co111m1;ercial 85 0,80 o.so CorilITlef"Cia lndus,11ial {O.P. Com) Offii;:e Professiomil/ ·ornm,=rcial 90 0.8 0.!W Commen:ial/lnd."strial {Li__mi;tcd [.) Limited fodu!i.trial 90 0.8 0.34 CornmeITial/r n.duw i.al General I.) ()cm::ral l'ndu!;lri.al 95 0.87 0.37 6 of26 C D 0.30 0.35 0.36 0.4•1 0.42 0.4{i 0.4:S 0.49 0.4 0.:52 0.54 0.5i 0.5'7 0.60 0.60 0.63 0.69 0.71 0.78 0.79 0,7 0.79 0.81 0.82 0.84 0.8S 0.84 o,_ s 0.87 0.87 1$'fhe Y<1lues .associated wiih O'"lii im~r.ilous rt:•11,1y be uSell for tlfrect c:ali:a1lation of rnt: t'lllnoff (:01:ffiL:i1mt a!> dt:s.t.:ribed in S1.:dlon 3.1.2 {r-epn:s.entini:: rht: petviou.s rnnoff coeffi.ricn!, p. for lhe soil type), or for art-c.as that will rem11in undisturbed! in perpetuity. Ju~lifit';ll!lion mus!l l;ie give11 th.al the:-area will remain ru111ural forever (c:-.g., the area is l,OC',lltl!d in kvdaod Nalional Fores,t). DUIA = dwelling Utl:rtr per am, NRC'S = Natlomtl .Resources Conservartiot1 Set-vice I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc 100 2.75 4.50 61 10.0 ••• 8.0 7.0 6.0 ... ••• 3.0 2.0 I -~•.o i:0.9 ·ao.s :. !"0.7 0.8 0 5 0.3 0.2 01 1'-. ......... ,',,. r,,. '-...... ,~ ~ ' ,, """""'- .... ........ ,.. ' "'~ I~ 'I r-. " l"'r-."' ..... I .... ........ · .... r-. i-- S 6 7 8 9 1() ' ~ ~· • I rJ II '}I ', "I ·, " ' I I J 1 I " -l. I ' ~ I 15 I I I ' ,, <-!. I m11 ~ I I•\ ~ INll ,~ ~11, I N i"½ll . 11, 11'' I I~, If 1 ,1 1111 I• I I II I ~'I 111 II I I ~ 30 Minutes Ill I rn I I I I I I I II II Im,, 111 I I 11 11 II 11 Il l 111,1111 I I 11 I I II Il l I I EQUATION ,..I.I. I = 7,44 P5 o ·0.645 ~1 I = Intensity (inll'W) I I P5 = l 6-Hour Precipitation (in) "'1 D • Ovration (min) I ~~ I I lj .._j"i I i 11 11 I 11 lj ',, I I I 't'( I ,, '''i,,. U'l,,1 11 '' "'i--~ g I I I. ' , .... Fi !J iJI I I I I' ', ' .... j I "'" ', 'I 'I -4.ri 'i-I ~ ..;,1 I ii ,, r I ' ...._ I ~ ' I : '!--I, i--I J ' I 1~ 1 I I I I r-. I I I I ,, ~ 1 'f. I ,, -I ~~ 1r-1-I I I r"' ' ,, 11 II ~, ' ' ' I I '11 I 'I 2 3 4 . Hou,s 30 2.0 2.0 1.5 , .. lntensity-Ouration Design Chart -Template Directions for Application: (1) From prec;:ipilati:>n maps determine 6 hr and 24 hr amount$ for the seleaed frequency. These maps are Included i"I the Counly Hydrology Manual (10, SO. and 100 yr maps included in the Design and Prooedure Manuel). (2) Adjust 6 h.r pracipitalion (if nec:ess.ary) s.o that it is \Mthin the range of 45% to 65% or the 24 hr precipitation (not oPl)kaple to Desert) . (3) Plot 6 hr precipita1ion on the right side or !he chart. (4) Draw a line tl'V'ough the poin1 paratlel to the plotted lines. {5) This line is the intensity-duration curve for the location being 3n,aly.zed. Application Fonn: (a) Selected lreqyency ___ yea, (b) PG• ___ in., P24 • ___ ,~ • %(2) 24 (C) Adjusted P5r;l) = ---in. (d) t, • ___ mh (e) I = ___ in./hr. Note: This chart replaces the lntensity-Ouratio~Fraqueocy curves used sinoe 1965. • J.5 • ... • I 1 I S.30 6.36 7AZ a~ ,.2--r-15.06 6.90-8.7' I 12.72 1o.u 3.24 3.89 4 54 ... l3~778 t z.st .... 3.23 3.77 '-31 .... 1 «:> 1.81 2.33 2.eo 32 1 3 13 "' 5-60 JO 0..93 1.2, ue 2.01 2,.c9 2.9C>:ua .... .... . ... ... .... 103 1.38 1.72 2.07 2.41 276 ~ .. J.79 4.13 .. .... 0.110 1.\9 1.49 1.79 2.09 ,.,. 2.88 3.211 ,.,,. --.. 0.53 Oto 1.c,; 1.33 1.59 186 '12 2 65 2.82 8 18 90 0.41 .... 0.82 1."2 1.23 1..43 1.53 , ... ,. .. 2.2$ 2AO -.... ... 0 68 o.as 1.02 1 19 136 1.53 170 1.87 20< 150 0.28 .... o.,e 0.73 0.8& 103 ... 1.32 1.47 1."2 , .,. -026 038 0 s:z 0&5 078 0 91 , .. 1,18 1.31 1,44 1.57 "" 0.22 "-33 "·"" d~ O.!& IU8 U:1 MO U lll 1.IIJ 1.:Jt! -o•• .,. 0 38 0.47 05(> 066 0 7S o.as ... 1,03 113 ,., 0 17 ..,. 0.33 0.42 Cl.50 0..58 0.87 0.7' ... ,.,,, 1.00 F I G u R I 3-1 E I I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc Project Site P6=2.75 in I I I I I ! - I I ' .! I "'< ~ ..... -~ -,, -\J n. .., . ~-I , .. t + I[) ~Wi IAJ16' -f1>nl J..., 1 • . .11 t' -· "' O~LP-,!!Qft ~n.1 •[" " ...L ~-,~ ' ~ ' I "\I I \Iii \ 1! ,., ' I ~ I I ... -~ ,O· I I I '-'1 ff I I I I I i I I I ··I I I I P [' I I I ~ I I I WI I I I I I I c..Ll.. I I I I i I I I I I _J I,. I I:, I I '· ;::: I ,-I I I l I- I I-L -I- I I -I -~ . ~ •, ! . ··-r \ ~ ., ·1-l I '.:.,J.," I I . _- I I -;, I . -TT ', -+ ·~1-. I .. l ~ •.- i 1--, ... t " ,-I+ +---+-+-+·l-,_._+-...++-<1-++-<-~-+-,_._-+-<--1-++-<1-++-+-·I■ -f+ - ! . ! I ,. I ~· I I I I I County of San Diego Hydrology Manual l 00 Year Rainfall Event -6 Hours l90j]QV1 (inch"") DPW GIS c..----,,1...-:,,.,,. ~..,~_,_,~ N TM:li1Mt'1:lili.:IC,,,.-.:ti .. iT~IT .. IUiillNT'r (SMTNN_:,, M'HiJ:111.....:M * CtlUiflUUl,N'.:WCfiQtiaifN."fU•TI.u"D,TW!llli>llWlflNiiWll1~ Of'~-T,'Nul'rw.J~fdj:"OflAl"N'l'TlCU.HlPl.u-~ ~~fMiled ,.,._,1•R•..- Tn.,..._.,.,...a,-u,u;u;ou--:IMUl4~ .. 'Vt E! ~~i:1,..'1:'..:;.-Mr.-a...-=.._.. "'-,.......,.~ 1;1,..-.., _ _, __ ,... ---~.., .. l'NnMlliu""'IIMflj s 3 0 3 Miles P-- I:\16\16277\PROD\Reports\Hydrology\16277- Hydrology-Final Eng.doc Project site P24=4.5 in I I I I / !-f--H ➔:·-H-+---+'++1-, I I "· ,-f-l--I I I I+++ 11+-tl;";.,'.::l;=•t+ .. -h-:..~>--++-++-r-++ -4-H--~,--1~--~~::~-+--<>--"-+-t--+- I I I I ! ' .J.! + I y I !p I I .... ! ! I ' -t-sid1 _l-> "tJntl " ,_, I _J_ ..... ' >-- >-----r- ->--3;' ~ t- I ~ I ll 'I.: -...... ..,......__,_ ....... ,_ l r " ',., ,Jh ... >--+-I,_,..._...__. I I •-r-I >--, +- 1 I t . i I , I I .... ,32•~ I I I i[lli-I I ~ I I I I I ~ I 1+-t--i--t--+-11-+--+-1-+-1--t--. ..._ >---· . I I PI I , I I I _I I -t-Hi!·+-1-:--H--H-+ 4----f-+ I I j .. ,+... '--1-1-++-t-+-+-+:-HlH---1-++-1-+-..++-l'-+-"ll>-+...-....-+...--i-+-+'L-+=-+-l-+-I " I ~ !!! ! , 11 1 1 ' I , I I I II I "T I I .,. I County of San Diego Hydrology Manual Rainfall Jsopluvwls lOO Year-Rainfall Event • ·M Hours lso N ~~.ru'~':~~~QWl:~~t-:i:":~:.t"fu~':!~ * or111:w:-r,,t1_un-~mlflti~OA1oPNIN:li.MIPtu-Ciil. ~dW: M~Uil••- 'fN~,.ur.i;, .--.---rAiNIOIIO~ ·• \\ E ==.,~-~Ma,p"M.;; "'""-I .. '--r-.. -.... ,. _., •. .., ..._~.,, .. :.wr.iu-..... alJil s 3 0 3 Miles I'""'! APPENDIX EXISTING CONDITION MAP & A S S O C I A T E S , I N C . PROJECT LOCATION - l 4 ::s: :, ,,,,., ,., ) --1 c."J -:=-) .;_:. l ~' <_."l) • C'.J , D c,.1 ,, 7 :L· , . LJ ~ ' ~ <'. I 0:::;:: C □NC OONC ~,, DL srnucruRE TO REM.'JN •:&X ewe [J-'{-4°~1J -"=oo,=c ~•:•~~~~ ·::::.'1.·.·.·.·.·.· ·:::::).''::::: CP# 1 EX. SlRUCTURE TO REt,IAIK ~s~ C 0.55 E)(. STRUCTURE TO RtMAIN . ·::~·::.".'.'.' ............. I • • • • • • ' ' • • • • , ......... . •::::::::::::. '---L.......{ ........... " ...... '" ... ·:::::.-.""J-,_.:,:.·. ••••.•. ·-t-· .. .......... ... C Tc (mins) 5.00 Elt STRUCTURE TO REMAIN P6 2.75 BASIN 1 LA 0.21 0.8 .............. ' ............ " :.·::tcNC::::.·.·.·.· .............. ............. . . . . . . . . . . . . . . .............. . . . . . . . . . . . . . . .............. . . . . . . . . . . . . . . ......... ... .. . . . . . . . . . . . . . . ·:. ·. ','5;f.;.:::: ,', ',' ·:. ·. ·. ·,::: .... ,', ',' .............. . . . . . . . . . . . . . . r cu RC ,0 EX. STRUCTURE TO REs!AIN DENSE rnrrs •> ·> + EX. SffiUCTIJRE TO REMAIN CP#1 •> s + X "". fr~ + '> L~) ·> + "'· + "> 6 + "'~..,, ""~..,:, + + ,-- 7 co,;c _ _J OENSE IBITS \ EX. STJlLiCTURE TO REMAIN L_ CONC 7 D ~ s ~~ I-------' > • + :~ . Orotal = 1 . 66 cfs ";~ Intensity (in/hr) Area (acres) 7.2 0.42 DENSE lREES Ql00 (cfs) 1.66 20 10 0 20 40 60 ~-~~--~--SCALE IN FEET GRAPHIC SCALE 111=201 LEGEND SYMBOL BASIN 1 AC Q DESCRIPTION BASIN DESIGNATION BASIN AREA (AC) BASIN Q (CFS.) CP #1 CONCENTRATION POINT NUMBER 100-YEAR DISCHARGE --------- r · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · 1 .................................... .................................... .................................... .................................... .................................... .................................... Wo/ffi BASIN BOUNDARY FLOW LINE PROJECT BOUNDARY HARDSCAPE AREA STRUCTURES LANDSCAPE AREA Pre-Existing Basin 1 Hardscape (sf) 1987 Structures (sf) 1408 Landscape (sf) 5880 Total (sf} 9275 Total (ac} 0.21 Pre-Existing Basin 2 Hardscape (sf) 1843 Structures ( sf) 1915 Landscape (sf) 5517 Total (sf} 9275 Total (ac} 0.21 '"' V, I LAGUNA DR. ,------¼-=:...::::...._--LAGUNA DR. .N CALIF. C00RD. INDEX 362-1665 VICINITY MAP: NOT TO SCALE Planning .t. Engineering .t. Surveying Solved. 200 E. Washington Ave., Suite 200 MASSON Escondido, CA 92025 0. 760.741.3570 F. 760.741.1786 www.masson-assoc.com EXISTING HYDROLOGY MAP RECORD COPY I I I I PROPOSED CONDITION MAP & A S S O C I A T E S , I N C . PROJECT LOCATION - -' ,2-i-< c."J -:=-) .;_:. l -' • C'.J -D c,.1 ,, LJ ~ ' ~ <'. I 0:::;:: 20 10 0 ==+= I -- ~;6~--- _I 0 ~ » 20 40 60 SCALE IN FEET GRAPHIC SCALE 1"=20' 0 UNIT 4 0.09 0.44 UNIT 6 .., i .(J'J--~----r·-BASIN 2 i-·-- rg . 0.09 0.43 -----=:;::m!D---,..-){--. ,, k---~,CE:7 ~. ' > • • ' ' . . . . '· ' ,·. • • e ' ' •; ·. ·-. :~ ·. ,. '" ·. ' ., . ·,. ·. . . Basin 1 2 3 Total (CP#l) . :,· ~~ ~-''-'--~ < --. : : . \ BASIN 3 0.23 1.38 C Tc(mins) 0.67 5 0.66 5 0.83 5 -- Intensity (in/hr) 7.2 7.2 7.2 - \ ,-- 7 _ _j ------------- ------ Ql00 (Before Area (acres) Attenuation) (cfs) 0.09 0.44 0.09 0.43 0.23 1.38 0.41 2.25 QlOO (After Attenuation) (cfs)* 0.27 0.31 0.78 1.37 LEGEND SYMBOL BASIN 1 AC Q CP #1 --------- Basin 1 Structure Area (sf) Landscape Area (sf) Paved Area/Patio (sf) Wall/Misc Area (sf) Biofiltration Area (sf) Total (sf) Total (ac) Basin 2 Structure Area (sf) Landscape Area (sf) Paved Area/Patio (sf) Wall/Misc Area (sf) Biofiltration Area (sf) Total (sf) Total (ac) Basin 3 Structure Area (sf) Landscape Area (sf) Paved Area/Patio (sf) Wall/Misc Area (sf) Biofi ltration Area (sf) Total (sf) Total (ac) DESCRIPTION BASIN DESIGNATION BASIN AREA (AC) BASIN Q (CFS.) CONCENTRATION POINT NUMBER 100-YEAR DISCHARGE BASIN BOUNDARY FLOW LINE PROJECT BOUNDARY SWLK CONCRETE STRUCTURES LANDSCAPE BIOFIL TRATION BASIN PAVERS PATIOS 1873 1441 278 132 98 3823 0.09 1870 1504 303 0 73 3749 0.09 2671 1002 6092 87 260 10112 0.23 '"' V, I LAGUNA DR. -LAGUNA DR. .N CALIF. C00RD. INDEX 362-1665 VICINITY MAP: NOT TO SCALE Planning .t. Engineering .t. Surveying Solved. 200 E. Washington Ave., Suite 200 Escondido, CA 92025 M A S S O N 0. 760.741.3570 F. 760.741.1786 www.masson-assoc.com PROPOSED HYDROLOGY MAP RECORD COPY I ?!WI NO. I ____ 1 I HYDROLOGY CALCULATIONS RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUNOFF COEFFICIENT 0.55 PEAK DISCHARGE 1.7 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 5 DISCHARGE (CFS) = 0 TIME (MIN) = 10 DISCHARGE (CFS) = 0 TIME (MIN) = 15 DISCHARGE (CFS) = 0 TIME (MIN) = 20 DISCHARGE (CFS) = 0 TIME (MIN) = 25 DISCHARGE (CFS) = 0 TIME (MIN) = 30 DISCHARGE (CFS) = 0 TIME (MIN) = 35 DISCHARGE (CFS) = 0 TIME (MIN) = 40 DISCHARGE (CFS) = 0 TIME (MIN) = 45 DISCHARGE (CFS) = 0 TIME (MIN) = 50 DISCHARGE (CFS) = 0 TIME (MIN) = 55 DISCHARGE (CFS) = 0 TIME (MIN) = 60 DISCHARGE (CFS) = 0 TIME (MIN) = 65 DISCHARGE (CFS) = 0 TIME (MIN) = 70 DISCHARGE (CFS) = 0 TIME (MIN) = 75 DISCHARGE (CFS) = 0 TIME (MIN) = 80 DISCHARGE (CFS) = 0 TIME (MIN) = 85 DISCHARGE (CFS) = 0 TIME (MIN) = 90 DISCHARGE (CFS) = 0 TIME (MIN) = 95 DISCHARGE (CFS) = 0.1 TIME (MIN) = 100 DISCHARGE (CFS) = 0.1 TIME (MIN) = 105 DISCHARGE (CFS) = 0.1 TIME (MIN) = 110 DISCHARGE (CFS) = 0.1 TIME (MIN) = 115 DISCHARGE (CFS) = 0.1 TIME (MIN) = 120 DISCHARGE (CFS) = 0.1 TIME (MIN) = 125 DISCHARGE (CFS) = 0.1 TIME (MIN) = 130 DISCHARGE (CFS) = 0.1 TIME (MIN) = 135 DISCHARGE (CFS) = 0.1 TIME (MIN) = 140 DISCHARGE (CFS) = 0.1 TIME (MIN) = 145 DISCHARGE (CFS) = 0.1 TIME (MIN) = 150 DISCHARGE (CFS) = 0.1 TIME (MIN) = 155 DISCHARGE (CFS) = 0.1 TIME (MIN) = 160 DISCHARGE (CFS) = 0.1 TIME (MIN) = 165 DISCHARGE (CFS) = 0.1 TIME (MIN) = 170 DISCHARGE (CFS) = 0.1 TIME (MIN) = 175 DISCHARGE (CFS) = 0.1 TIME (MIN) = 180 DISCHARGE (CFS) = 0.1 TIME (MIN) = 185 DISCHARGE (CFS) = 0.1 TIME (MIN) = 190 DISCHARGE (CFS) = 0.1 TIME (MIN) = 195 DISCHARGE (CFS) = 0.1 TIME (MIN) = 200 DISCHARGE (CFS) = 0.1 TIME (MIN) = 205 DISCHARGE (CFS) = 0.1 TIME (MIN) = 210 DISCHARGE (CFS) = 0.1 TIME (MIN) = 215 DISCHARGE (CFS) = 0.1 TIME (MIN) = 220 DISCHARGE (CFS) = 0.2 TIME (MIN) = 225 DISCHARGE (CFS) = 0.2 TIME (MIN) = 230 DISCHARGE (CFS) = 0.2 TIME (MIN) = 235 DISCHARGE (CFS) = 0.3 TIME (MIN) = 240 DISCHARGE (CFS) = 0.4 TIME (MIN) = 245 DISCHARGE (CFS) = 1.7 TIME (MIN) = 250 DISCHARGE (CFS) = 0.3 TIME (MIN) = 255 DISCHARGE (CFS) = 0.2 TIME (MIN) = 260 DISCHARGE (CFS) = 0.1 TIME (MIN) = 265 DISCHARGE (CFS) = 0.1 Existsing Basin 1 RUN DATE 7/8/2019 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 5 MIN. 6 HOUR RAINFALL 2.75 INCHES BASIN AREA 0.42 ACRES Existsing Basin 1 TIME (MIN) = 270 DISCHARGE (CFS) = 0.1 TIME (MIN) = 275 DISCHARGE (CFS) = 0.1 TIME (MIN) = 280 DISCHARGE (CFS) = 0.1 TIME (MIN) = 285 DISCHARGE (CFS) = 0.1 TIME (MIN) = 290 DISCHARGE (CFS) = 0.1 TIME (MIN) = 295 DISCHARGE (CFS) = 0.1 TIME (MIN) = 300 DISCHARGE (CFS) = 0.1 TIME (MIN) = 305 DISCHARGE (CFS) = 0.1 TIME (MIN) = 310 DISCHARGE (CFS) = 0.1 TIME (MIN) = 315 DISCHARGE (CFS) = 0.1 TIME (MIN) = 320 DISCHARGE (CFS) = 0.1 TIME (MIN) = 325 DISCHARGE (CFS) = 0 TIME (MIN) = 330 DISCHARGE (CFS) = 0 TIME (MIN) = 335 DISCHARGE (CFS) = 0 TIME (MIN) = 340 DISCHARGE (CFS) = 0 TIME (MIN) = 345 DISCHARGE (CFS) = 0 TIME (MIN) = 350 DISCHARGE (CFS) = 0 TIME (MIN) = 355 DISCHARGE (CFS) = 0 TIME (MIN) = 360 DISCHARGE (CFS) = 0 TIME (MIN) = 365 DISCHARGE (CFS) = 0 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUNOFF COEFFICIENT 0.67 PEAK DISCHARGE 0.436 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 5 DISCHARGE (CFS) = 0 TIME (MIN) = 10 DISCHARGE (CFS) = 0 TIME (MIN) = 15 DISCHARGE (CFS) = 0 TIME (MIN) = 20 DISCHARGE (CFS) = 0 TIME (MIN) = 25 DISCHARGE (CFS) = 0 TIME (MIN) = 30 DISCHARGE (CFS) = 0 TIME (MIN) = 35 DISCHARGE (CFS) = 0 TIME (MIN) = 40 DISCHARGE (CFS) = 0 TIME (MIN) = 45 DISCHARGE (CFS) = 0 TIME (MIN) = 50 DISCHARGE (CFS) = 0 TIME (MIN) = 55 DISCHARGE (CFS) = 0 TIME (MIN) = 60 DISCHARGE (CFS) = 0 TIME (MIN) = 65 DISCHARGE (CFS) = 0 TIME (MIN) = 70 DISCHARGE (CFS) = 0 TIME (MIN) = 75 DISCHARGE (CFS) = 0 TIME (MIN) = 80 DISCHARGE (CFS) = 0 TIME (MIN) = 85 DISCHARGE (CFS) = 0 TIME (MIN) = 90 DISCHARGE (CFS) = 0 TIME (MIN) = 95 DISCHARGE (CFS) = 0 TIME (MIN) = 100 DISCHARGE (CFS) = 0 TIME (MIN) = 105 DISCHARGE (CFS) = 0 TIME (MIN) = 110 DISCHARGE (CFS) = 0 TIME (MIN) = 115 DISCHARGE (CFS) = 0 TIME (MIN) = 120 DISCHARGE (CFS) = 0 TIME (MIN) = 125 DISCHARGE (CFS) = 0 TIME (MIN) = 130 DISCHARGE (CFS) = 0 TIME (MIN) = 135 DISCHARGE (CFS) = 0 TIME (MIN) = 140 DISCHARGE (CFS) = 0 TIME (MIN) = 145 DISCHARGE (CFS) = 0 TIME (MIN) = 150 DISCHARGE (CFS) = 0 TIME (MIN) = 155 DISCHARGE (CFS) = 0 TIME (MIN) = 160 DISCHARGE (CFS) = 0 TIME (MIN) = 165 DISCHARGE (CFS) = 0 TIME (MIN) = 170 DISCHARGE (CFS) = 0 TIME (MIN) = 175 DISCHARGE (CFS) = 0 TIME (MIN) = 180 DISCHARGE (CFS) = 0 TIME (MIN) = 185 DISCHARGE (CFS) = 0 TIME (MIN) = 190 DISCHARGE (CFS) = 0 TIME (MIN) = 195 DISCHARGE (CFS) = 0 TIME (MIN) = 200 DISCHARGE (CFS) = 0 TIME (MIN) = 205 DISCHARGE (CFS) = 0 TIME (MIN) = 210 DISCHARGE (CFS) = 0 TIME (MIN) = 215 DISCHARGE (CFS) = 0 TIME (MIN) = 220 DISCHARGE (CFS) = 0 TIME (MIN) = 225 DISCHARGE (CFS) = 0.1 TIME (MIN) = 230 DISCHARGE (CFS) = 0.1 TIME (MIN) = 235 DISCHARGE (CFS) = 0.1 TIME (MIN) = 240 DISCHARGE (CFS) = 0.1 TIME (MIN) = 245 DISCHARGE (CFS) = 0.436 TIME (MIN) = 250 DISCHARGE (CFS) = 0.1 TIME (MIN) = 255 DISCHARGE (CFS) = 0 TIME (MIN) = 260 DISCHARGE (CFS) = 0 TIME (MIN) = 265 DISCHARGE (CFS) = 0 Post Basin 1 RUN DATE 7/8/2019 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 5 MIN. 6 HOUR RAINFALL 2.75 INCHES BASIN AREA 0.09 ACRES Post Basin 1 TIME (MIN) = 270 DISCHARGE (CFS) = 0 TIME (MIN) = 275 DISCHARGE (CFS) = 0 TIME (MIN) = 280 DISCHARGE (CFS) = 0 TIME (MIN) = 285 DISCHARGE (CFS) = 0 TIME (MIN) = 290 DISCHARGE (CFS) = 0 TIME (MIN) = 295 DISCHARGE (CFS) = 0 TIME (MIN) = 300 DISCHARGE (CFS) = 0 TIME (MIN) = 305 DISCHARGE (CFS) = 0 TIME (MIN) = 310 DISCHARGE (CFS) = 0 TIME (MIN) = 315 DISCHARGE (CFS) = 0 TIME (MIN) = 320 DISCHARGE (CFS) = 0 TIME (MIN) = 325 DISCHARGE (CFS) = 0 TIME (MIN) = 330 DISCHARGE (CFS) = 0 TIME (MIN) = 335 DISCHARGE (CFS) = 0 TIME (MIN) = 340 DISCHARGE (CFS) = 0 TIME (MIN) = 345 DISCHARGE (CFS) = 0 TIME (MIN) = 350 DISCHARGE (CFS) = 0 TIME (MIN) = 355 DISCHARGE (CFS) = 0 TIME (MIN) = 360 DISCHARGE (CFS) = 0 TIME (MIN) = 365 DISCHARGE (CFS) = 0 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUNOFF COEFFICIENT 0.66 PEAK DISCHARGE 0.428 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 5 DISCHARGE (CFS) = 0 TIME (MIN) = 10 DISCHARGE (CFS) = 0 TIME (MIN) = 15 DISCHARGE (CFS) = 0 TIME (MIN) = 20 DISCHARGE (CFS) = 0 TIME (MIN) = 25 DISCHARGE (CFS) = 0 TIME (MIN) = 30 DISCHARGE (CFS) = 0 TIME (MIN) = 35 DISCHARGE (CFS) = 0 TIME (MIN) = 40 DISCHARGE (CFS) = 0 TIME (MIN) = 45 DISCHARGE (CFS) = 0 TIME (MIN) = 50 DISCHARGE (CFS) = 0 TIME (MIN) = 55 DISCHARGE (CFS) = 0 TIME (MIN) = 60 DISCHARGE (CFS) = 0 TIME (MIN) = 65 DISCHARGE (CFS) = 0 TIME (MIN) = 70 DISCHARGE (CFS) = 0 TIME (MIN) = 75 DISCHARGE (CFS) = 0 TIME (MIN) = 80 DISCHARGE (CFS) = 0 TIME (MIN) = 85 DISCHARGE (CFS) = 0 TIME (MIN) = 90 DISCHARGE (CFS) = 0 TIME (MIN) = 95 DISCHARGE (CFS) = 0 TIME (MIN) = 100 DISCHARGE (CFS) = 0 TIME (MIN) = 105 DISCHARGE (CFS) = 0 TIME (MIN) = 110 DISCHARGE (CFS) = 0 TIME (MIN) = 115 DISCHARGE (CFS) = 0 TIME (MIN) = 120 DISCHARGE (CFS) = 0 TIME (MIN) = 125 DISCHARGE (CFS) = 0 TIME (MIN) = 130 DISCHARGE (CFS) = 0 TIME (MIN) = 135 DISCHARGE (CFS) = 0 TIME (MIN) = 140 DISCHARGE (CFS) = 0 TIME (MIN) = 145 DISCHARGE (CFS) = 0 TIME (MIN) = 150 DISCHARGE (CFS) = 0 TIME (MIN) = 155 DISCHARGE (CFS) = 0 TIME (MIN) = 160 DISCHARGE (CFS) = 0 TIME (MIN) = 165 DISCHARGE (CFS) = 0 TIME (MIN) = 170 DISCHARGE (CFS) = 0 TIME (MIN) = 175 DISCHARGE (CFS) = 0 TIME (MIN) = 180 DISCHARGE (CFS) = 0 TIME (MIN) = 185 DISCHARGE (CFS) = 0 TIME (MIN) = 190 DISCHARGE (CFS) = 0 TIME (MIN) = 195 DISCHARGE (CFS) = 0 TIME (MIN) = 200 DISCHARGE (CFS) = 0 TIME (MIN) = 205 DISCHARGE (CFS) = 0 TIME (MIN) = 210 DISCHARGE (CFS) = 0 TIME (MIN) = 215 DISCHARGE (CFS) = 0 TIME (MIN) = 220 DISCHARGE (CFS) = 0 TIME (MIN) = 225 DISCHARGE (CFS) = 0.1 TIME (MIN) = 230 DISCHARGE (CFS) = 0.1 TIME (MIN) = 235 DISCHARGE (CFS) = 0.1 TIME (MIN) = 240 DISCHARGE (CFS) = 0.1 TIME (MIN) = 245 DISCHARGE (CFS) = 0.428 TIME (MIN) = 250 DISCHARGE (CFS) = 0.1 TIME (MIN) = 255 DISCHARGE (CFS) = 0 TIME (MIN) = 260 DISCHARGE (CFS) = 0 TIME (MIN) = 265 DISCHARGE (CFS) = 0 Post Basin 2 RUN DATE 7/8/2019 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 5 MIN. 6 HOUR RAINFALL 2.75 INCHES BASIN AREA 0.09 ACRES Post Basin 2 TIME (MIN) = 270 DISCHARGE (CFS) = 0 TIME (MIN) = 275 DISCHARGE (CFS) = 0 TIME (MIN) = 280 DISCHARGE (CFS) = 0 TIME (MIN) = 285 DISCHARGE (CFS) = 0 TIME (MIN) = 290 DISCHARGE (CFS) = 0 TIME (MIN) = 295 DISCHARGE (CFS) = 0 TIME (MIN) = 300 DISCHARGE (CFS) = 0 TIME (MIN) = 305 DISCHARGE (CFS) = 0 TIME (MIN) = 310 DISCHARGE (CFS) = 0 TIME (MIN) = 315 DISCHARGE (CFS) = 0 TIME (MIN) = 320 DISCHARGE (CFS) = 0 TIME (MIN) = 325 DISCHARGE (CFS) = 0 TIME (MIN) = 330 DISCHARGE (CFS) = 0 TIME (MIN) = 335 DISCHARGE (CFS) = 0 TIME (MIN) = 340 DISCHARGE (CFS) = 0 TIME (MIN) = 345 DISCHARGE (CFS) = 0 TIME (MIN) = 350 DISCHARGE (CFS) = 0 TIME (MIN) = 355 DISCHARGE (CFS) = 0 TIME (MIN) = 360 DISCHARGE (CFS) = 0 TIME (MIN) = 365 DISCHARGE (CFS) = 0 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUNOFF COEFFICIENT 0.83 PEAK DISCHARGE 1.384 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 5 DISCHARGE (CFS) = 0 TIME (MIN) = 10 DISCHARGE (CFS) = 0 TIME (MIN) = 15 DISCHARGE (CFS) = 0 TIME (MIN) = 20 DISCHARGE (CFS) = 0 TIME (MIN) = 25 DISCHARGE (CFS) = 0 TIME (MIN) = 30 DISCHARGE (CFS) = 0 TIME (MIN) = 35 DISCHARGE (CFS) = 0 TIME (MIN) = 40 DISCHARGE (CFS) = 0 TIME (MIN) = 45 DISCHARGE (CFS) = 0 TIME (MIN) = 50 DISCHARGE (CFS) = 0 TIME (MIN) = 55 DISCHARGE (CFS) = 0 TIME (MIN) = 60 DISCHARGE (CFS) = 0 TIME (MIN) = 65 DISCHARGE (CFS) = 0 TIME (MIN) = 70 DISCHARGE (CFS) = 0 TIME (MIN) = 75 DISCHARGE (CFS) = 0 TIME (MIN) = 80 DISCHARGE (CFS) = 0 TIME (MIN) = 85 DISCHARGE (CFS) = 0 TIME (MIN) = 90 DISCHARGE (CFS) = 0 TIME (MIN) = 95 DISCHARGE (CFS) = 0 TIME (MIN) = 100 DISCHARGE (CFS) = 0 TIME (MIN) = 105 DISCHARGE (CFS) = 0 TIME (MIN) = 110 DISCHARGE (CFS) = 0 TIME (MIN) = 115 DISCHARGE (CFS) = 0 TIME (MIN) = 120 DISCHARGE (CFS) = 0 TIME (MIN) = 125 DISCHARGE (CFS) = 0 TIME (MIN) = 130 DISCHARGE (CFS) = 0.1 TIME (MIN) = 135 DISCHARGE (CFS) = 0.1 TIME (MIN) = 140 DISCHARGE (CFS) = 0.1 TIME (MIN) = 145 DISCHARGE (CFS) = 0.1 TIME (MIN) = 150 DISCHARGE (CFS) = 0.1 TIME (MIN) = 155 DISCHARGE (CFS) = 0.1 TIME (MIN) = 160 DISCHARGE (CFS) = 0.1 TIME (MIN) = 165 DISCHARGE (CFS) = 0.1 TIME (MIN) = 170 DISCHARGE (CFS) = 0.1 TIME (MIN) = 175 DISCHARGE (CFS) = 0.1 TIME (MIN) = 180 DISCHARGE (CFS) = 0.1 TIME (MIN) = 185 DISCHARGE (CFS) = 0.1 TIME (MIN) = 190 DISCHARGE (CFS) = 0.1 TIME (MIN) = 195 DISCHARGE (CFS) = 0.1 TIME (MIN) = 200 DISCHARGE (CFS) = 0.1 TIME (MIN) = 205 DISCHARGE (CFS) = 0.1 TIME (MIN) = 210 DISCHARGE (CFS) = 0.1 TIME (MIN) = 215 DISCHARGE (CFS) = 0.1 TIME (MIN) = 220 DISCHARGE (CFS) = 0.1 TIME (MIN) = 225 DISCHARGE (CFS) = 0.2 TIME (MIN) = 230 DISCHARGE (CFS) = 0.2 TIME (MIN) = 235 DISCHARGE (CFS) = 0.3 TIME (MIN) = 240 DISCHARGE (CFS) = 0.4 TIME (MIN) = 245 DISCHARGE (CFS) = 1.384 TIME (MIN) = 250 DISCHARGE (CFS) = 0.2 TIME (MIN) = 255 DISCHARGE (CFS) = 0.1 TIME (MIN) = 260 DISCHARGE (CFS) = 0.1 TIME (MIN) = 265 DISCHARGE (CFS) = 0.1 Post Basin 3 RUN DATE 7/8/2019 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 5 MIN. 6 HOUR RAINFALL 2.75 INCHES BASIN AREA 0.23 ACRES Post Basin 3 TIME (MIN) = 270 DISCHARGE (CFS) = 0.1 TIME (MIN) = 275 DISCHARGE (CFS) = 0.1 TIME (MIN) = 280 DISCHARGE (CFS) = 0.1 TIME (MIN) = 285 DISCHARGE (CFS) = 0.1 TIME (MIN) = 290 DISCHARGE (CFS) = 0.1 TIME (MIN) = 295 DISCHARGE (CFS) = 0.1 TIME (MIN) = 300 DISCHARGE (CFS) = 0.1 TIME (MIN) = 305 DISCHARGE (CFS) = 0 TIME (MIN) = 310 DISCHARGE (CFS) = 0 TIME (MIN) = 315 DISCHARGE (CFS) = 0 TIME (MIN) = 320 DISCHARGE (CFS) = 0 TIME (MIN) = 325 DISCHARGE (CFS) = 0 TIME (MIN) = 330 DISCHARGE (CFS) = 0 TIME (MIN) = 335 DISCHARGE (CFS) = 0 TIME (MIN) = 340 DISCHARGE (CFS) = 0 TIME (MIN) = 345 DISCHARGE (CFS) = 0 TIME (MIN) = 350 DISCHARGE (CFS) = 0 TIME (MIN) = 355 DISCHARGE (CFS) = 0 TIME (MIN) = 360 DISCHARGE (CFS) = 0 TIME (MIN) = 365 DISCHARGE (CFS) = 0 Table of Contents Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 Basin Model Schematic 1...................................................................................................................................... Hydrograph by Return Period 2............................................................................................................................ 100 -Year Hydrograph Summary 3.................................................................................................................................. Hydrograph Reports Hydrograph No. 1, Manual, Pre-Development 4......................................................................................... Hydrograph No. 2, Manual, Post-Basin-1 5............................................................................................... Hydrograph No. 3, Manual, Post-Basin-2 6............................................................................................... Hydrograph No. 4, Manual, Post-Basin-3 7............................................................................................... Hydrograph No. 5, Pond Route, IMP#1 8.................................................................................................. Detention Pond Reports -IMP#1 9.............................................................................................. Hydrograph No. 6, Pond Route, IMP#2 13................................................................................................ Detention Pond Reports -IMP#2 14............................................................................................ Hydrograph No. 7, Pond Route, IMP#3 18................................................................................................ Detention Pond Reports -IMP#3 19............................................................................................ Hydrograph No. 8, Junction, IMP 1+2+3 23............................................................................................... Basin Model Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 1 Pre-Development Post-Bas,in--1 Post-Basin--2 Post-Bas,in--3 t-t-t- IMP#1 IMP#2 IMP#3 / IMP 1+2+3 Hydrograph by Return Period Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 Hyd. No. Hydrograph Type Hydrograph Name Peak Outflow (cfs) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Manual Pre-Development 1.700 2 Manual Post-Basin-1 0.436 3 Manual Post-Basin-2 0.428 4 Manual Post-Basin-3 1.384 5 Pond Route IMP#1 0.273 6 Pond Route IMP#2 0.316 7 Pond Route IMP#3 0.784 8 Junction IMP 1+2+3 1.288 2 Hydrograph 100-yr Summary Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 Manual Pre-Development 1.700 4.08 2,190 ---- 2 Manual Post-Basin-1 0.436 4.08 281 ---- 3 Manual Post-Basin-2 0.428 4.08 278 ---- 4 Manual Post-Basin-3 1.384 4.08 1,675 ---- 5 Pond Route IMP#1 0.273 4.17 84.9 2 66.03 225 6 Pond Route IMP#2 0.316 4.08 164 3 65.19 137 7 Pond Route IMP#3 0.784 4.17 1,225 4 66.41 594 8 Junction IMP 1+2+3 1.288 4.17 1,474 5, 6, 7 3 Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 Pre-Development Hyd. No. 1 Hydrograph Type = Manual Peak Flow = 1.700 cfs Storm Frequency = 100-yr Time to Peak = 4.08 hrs Time Interval = 5 min Hydrograph Volume = 2,190 cuft Time (hrs) 0 1 2 3 4 5 6Q (cfs)0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.70 cfs 4 I I I I I I I I I I I I Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 Post-Basin-1 Hyd. No. 2 Hydrograph Type = Manual Peak Flow = 0.436 cfs Storm Frequency = 100-yr Time to Peak = 4.08 hrs Time Interval = 5 min Hydrograph Volume = 281 cuft Time (hrs) 0 1 2 3 4 5Q (cfs)0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 0.4 0.42 0.44 Qp = 0.44 cfs 5 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 111 11 11 I I I 111 I I I I 111 11 11 I I I 111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 111 11 11 I I I 111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 111 11 11 I I I 111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 111 11 11 I I I 111 I I I I 111 11 11 I I 111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 Post-Basin-2 Hyd. No. 3 Hydrograph Type = Manual Peak Flow = 0.428 cfs Storm Frequency = 100-yr Time to Peak = 4.08 hrs Time Interval = 5 min Hydrograph Volume = 278 cuft Time (hrs) 0 1 2 3 4 5Q (cfs)0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 0.4 0.42 Qp = 0.43 cfs 6 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ I I I I I i I I I I i I I I I I I i I I I I : I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 Post-Basin-3 Hyd. No. 4 Hydrograph Type = Manual Peak Flow = 1.384 cfs Storm Frequency = 100-yr Time to Peak = 4.08 hrs Time Interval = 5 min Hydrograph Volume = 1,675 cuft Time (hrs) 0 1 2 3 4 5 6Q (cfs)0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.38 cfs 7 I I I I I I I I I I Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#1 Hyd. No. 5 Hydrograph Type = Pond Route Peak Flow = 0.273 cfs Storm Frequency = 100-yr Time to Peak = 4.17 hrs Time Interval = 5 min Hydrograph Volume = 84.9 cuft Inflow Hydrograph = 2 -Post-Basin-1 Max. Elevation = 66.03 ft Pond Name = IMP#1 Max. Storage = 225 cuft Pond Routing by Storage Indication Method Center of mass detention time = 10 min Req'd Stor Post-Basin-1 IMP#1 Time (hrs) 0 1 2 3 4 5Q (cfs)0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 0.4 0.42 0.44 Qp = 0.27 cfs 8 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#1 Stage-Storage Description Input Stage / Storage Table Stage (ft) Elevation (ft) Contour Area (sqft) Incr. Storage (cuft) Total Storage (cuft) User Defined Contours Bottom Elevation, ft Voids (%) Volume Calc 61.52 100.00 Conic 0.00 61.52 38 0.000 0.000 3.08 64.60 38 117 117 3.09 64.61 94 0.639 118 3.48 65.00 94 36.7 154 5.68 67.20 94 207 361 6.05 67.57 94 34.8 396 Contours Top of Pond Total Storage (cuft) 0 50 100 150 200 250 300 350Elev (ft)61 62 63 64 65 66 67 68 Stage (ft)0 1 2 3 4 5 6 Stage-Storage 9 I I I I I ~ ~ I ~~ I ~ I I I ~ I _,.,,~ I -~ I I .... , ~ I __,,.,..,. I ~ I I I ""',.. ~ I I I :,...,----I ~ I I I Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#1 Stage-Discharge Culvert / Orifices Rise, in Span, in No. Barrels Invert Elevation, ft Orifice Coefficient, Co Length, ft Barrel Slope, % N-Value, n Culvert Orifices 1 2 3 6 6 1 61.52 0.00 0.00 0.00 .6 .6 .6 110 .5 0.013 Orifice Plate Orifice Rise, in Orifice Span, in No. Orifices Invert Elevation, ft Height, ft Orifice Coefficient, Co Weirs Shape / Type Crest Elevation, ft Crest Length, ft Angle, deg Weir Coefficient, Cw Riser*Weirs 1 2 3 Circular 65.6 1.57 3.33 3.33 3.33 Ancillary Exfiltration, in/hr *Routes through Culvert. Top of Pond Culvert Riser Total Q Discharge (cfs) 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2Elev (ft)62 63 64 65 66 67 Stage (ft)0 1 2 3 4 5 6 Stage-Discharge 10 Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#1 Stage-Storage-Discharge Summary Stage (ft) Elev. (ft) Storage (cuft) Culvert (cfs) Orifices, cfs 1 2 3 Riser (cfs) Weirs, cfs 1 2 3 Pf Riser (cfs) Exfil (cfs) User (cfs) Total (cfs) 0.00 61.52 0.000 0.000 0.000 0.000 3.08 64.60 117 0.000 0.000 0.000 3.09 64.61 118 0.000 0.000 0.000 3.48 65.00 154 0.000 0.000 0.000 5.68 67.20 361 1.189 oc 0.000 1.189 6.05 67.57 396 1.226 oc 0.000 1.226 Suffix key: ic = inlet control, oc = outlet control, s = submerged weir 11 Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#1 Pond Drawdown Stage vs. Drain TimeDrain Time (Hrs)00.020.040.060.080.10.120.140.160.180.20.22Elev (ft)6162636465666768Stage (ft)0123456IMP#1 -Drain Time12 ' --~ -~ - ~- ~ -~ - -~\ ~ -~ - ' ., N i\. --\ ~ -~ - \ \. --\ ~ - \, \ \ --\ I I I I Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#2 Hyd. No. 6 Hydrograph Type = Pond Route Peak Flow = 0.316 cfs Storm Frequency = 100-yr Time to Peak = 4.08 hrs Time Interval = 5 min Hydrograph Volume = 164 cuft Inflow Hydrograph = 3 -Post-Basin-2 Max. Elevation = 65.19 ft Pond Name = IMP#2 Max. Storage = 137 cuft Pond Routing by Storage Indication Method Center of mass detention time = 7 min Req'd Stor Post-Basin-2 IMP#2 Time (hrs) 0 1 2 3 4 5Q (cfs)0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 0.4 0.42 Qp = 0.32 cfs 13 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#2 Stage-Storage Description Input Stage / Storage Table Stage (ft) Elevation (ft) Contour Area (sqft) Incr. Storage (cuft) Total Storage (cuft) User Defined Contours Bottom Elevation, ft Voids (%) Volume Calc 61.22 100.00 Conic 0.00 61.22 29 0.000 0.000 3.08 64.30 29 89.3 89.3 3.08 64.30 72 0.049 89.4 3.51 64.73 72 30.9 120 3.58 64.80 72 5.04 125 4.83 66.05 72 90.0 215 Contours Top of Pond Total Storage (cuft) 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220Elev (ft)61 62 63 64 65 66 67 Stage (ft)0 1 2 3 4 5 Stage-Storage 14 I I I I I I I I ,. - I I I I I I --✓~ I I I .,,,,. I I I I I I /1 I I I I .... --n I I I --I I I I I ~ ~/ I I I I .,. ~ .,,,,,,, I I I I ---I I I I I I J-~//rr I I I I I --__,. I I I I I I ~r;r ~I I I I I I I I -"""' Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#2 Stage-Discharge Culvert / Orifices Rise, in Span, in No. Barrels Invert Elevation, ft Orifice Coefficient, Co Length, ft Barrel Slope, % N-Value, n Culvert Orifices 1 2 3 6 6 1 61.22 0.00 0.00 0.00 .6 .6 .6 5 .5 0.013 Orifice Plate Orifice Rise, in Orifice Span, in No. Orifices Invert Elevation, ft Height, ft Orifice Coefficient, Co Weirs Shape / Type Crest Elevation, ft Crest Length, ft Angle, deg Weir Coefficient, Cw Riser*Weirs 1 2 3 Circular 64.8 1.57 3.33 3.33 3.33 3.33 Ancillary Exfiltration, in/hr *Routes through Culvert. Top of Pond Culvert Riser Total Q Discharge (cfs) 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2Elev (ft)62 63 64 65 66 Stage (ft)0 1 2 3 4 Stage-Discharge 15 ~ I I I I - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#2 Stage-Storage-Discharge Summary Stage (ft) Elev. (ft) Storage (cuft) Culvert (cfs) Orifices, cfs 1 2 3 Riser (cfs) Weirs, cfs 1 2 3 Pf Riser (cfs) Exfil (cfs) User (cfs) Total (cfs) 0.00 61.22 0.000 0.000 0.000 0.000 3.08 64.30 89.3 0.000 0.000 0.000 3.08 64.30 89.4 0.000 0.000 0.000 3.51 64.73 120 0.000 0.000 0.000 3.58 64.80 125 0.000 0.000 0.000 4.83 66.05 215 1.179 ic 1.179 ic 1.179 Suffix key: ic = inlet control, oc = outlet control, s = submerged weir 16 Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#2 Pond Drawdown Stage vs. Drain TimeDrain Time (Hrs)00.0050.010.0150.020.0250.030.0350.040.0450.05Elev (ft)61626364656667Stage (ft)012345IMP#2 -Drain Time17 ~ ~ --\\ ~ -- - - -\ -- - - -' \ -- - \ \ \ \ - -\-- \ \ - -~ - -~ \ I I I Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#3 Hyd. No. 7 Hydrograph Type = Pond Route Peak Flow = 0.784 cfs Storm Frequency = 100-yr Time to Peak = 4.17 hrs Time Interval = 5 min Hydrograph Volume = 1,225 cuft Inflow Hydrograph = 4 -Post-Basin-3 Max. Elevation = 66.41 ft Pond Name = IMP#3 Max. Storage = 594 cuft Pond Routing by Storage Indication Method Center of mass detention time = 25 min Req'd Stor Post-Basin-3 IMP#3 Time (hrs) 0 1 2 3 4 5 6Q (cfs)0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 0.78 cfs 18 I I I I I I 11 I I I I I 11 I I I I I I I I I I I 11 I I I I I I I I I I I I I I I I I I 11 I I I I I 11 I I I I I I I I I I I I I I I I 11 I I I I I 11 I I I I I 11 I I I I I I I I I I I I I I I 11 I I I I I I I I I I I I I I I I I 11 I I I I I I I I I I I I I I I I I 11 I I I I I I I I I I I I I I I I I I I I I 11 I I I I I 11 I I I I I 11 I I I I I I I I I I I I I I I I I 11 I I 11 I I ' I I I I I I I I I 11 I I I I I I I I I I I I I I I I I I 11 I I ,, I I I I I I I I I I I I I I I I I I I I 11 I I I I 11 I I I I I 11 I I I I I I I I I I I ~ I I I I 11 I I I I I I I I I I i I I I 11 I I J I I I I I I I I I ~ I I I I 11 I I I I I I I I I I I I I I I I I I I I I I I II I Y l I I 11 I I I I I I I r / -\I II I I I I Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#3 Stage-Storage Description Input Stage / Storage Table Stage (ft) Elevation (ft) Contour Area (sqft) Incr. Storage (cuft) Total Storage (cuft) User Defined Contours Bottom Elevation, ft Voids (%) Volume Calc 61.94 100.00 Conic 0.00 61.94 104 0.000 0.000 3.08 65.02 104 320 320 3.08 65.02 260 0.176 320 3.49 65.43 260 106 427 4.37 66.31 260 229 656 5.03 66.47 260 172 827 Contours Top of Pond Total Storage (cuft) 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800Elev (ft)61 62 63 64 65 66 67 Stage (ft)0 1 2 3 4 5 Stage-Storage 19 I --......-~ I ~ ........ .,<--1 I ~......-_,~ 1 I I I -~~ -n~ -----~---1 ~~--~~ I I I I Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#3 Stage-Discharge Culvert / Orifices Rise, in Span, in No. Barrels Invert Elevation, ft Orifice Coefficient, Co Length, ft Barrel Slope, % N-Value, n Culvert Orifices 1 2 3 6 6 1 61.94 0.00 0.00 0.00 .6 .6 .6 77 1.2 0.013 Orifice Plate Orifice Rise, in Orifice Span, in No. Orifices Invert Elevation, ft Height, ft Orifice Coefficient, Co Weirs Shape / Type Crest Elevation, ft Crest Length, ft Angle, deg Weir Coefficient, Cw Riser*Weirs 1 2 3 Circular 65.52 1.57 3.33 3.33 3.33 3.33 Ancillary Exfiltration, in/hr *Routes through Culvert. Top of Pond Culvert Riser Total Q Discharge (cfs) 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2Elev (ft)62 63 64 65 66 Stage (ft)0 1 2 3 4 Stage-Discharge 20 ~' I I I I - I I I I I I I I I I Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#3 Stage-Storage-Discharge Summary Stage (ft) Elev. (ft) Storage (cuft) Culvert (cfs) Orifices, cfs 1 2 3 Riser (cfs) Weirs, cfs 1 2 3 Pf Riser (cfs) Exfil (cfs) User (cfs) Total (cfs) 0.00 61.94 0.000 0.000 0.000 0.000 3.08 65.02 320 0.000 0.000 0.000 3.08 65.02 320 0.000 0.000 0.000 3.49 65.43 427 0.000 0.000 0.000 4.37 66.31 656 0.937 oc 0.937 ic 0.937 5.03 66.47 827 0.000 0.000 0.000 Suffix key: ic = inlet control, oc = outlet control, s = submerged weir 21 Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP#3 Pond Drawdown Stage vs. Drain TimeDrain Time (Hrs)00.020.040.060.080.10.120.140.160.180.20.220.24Elev (ft)61626364656667Stage (ft)012345IMP#3 -Drain Time22 \ -~ -- - \ \ \ \ \ \ ~ -- - \ \ -- -, \ - -\ -- - \ - -\ -- - \ \ ' - -- - \ \ I I I I Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes Hydrology Studio v 3.0.0.11 07-19-2019 IMP 1+2+3 Hyd. No. 8 Hydrograph Type = Junction Peak Flow = 1.288 cfs Storm Frequency = 100-yr Time to Peak = 4.17 hrs Time Interval = 5 min Hydrograph Volume = 1,474 cuft Inflow Hydrographs = 5, 6, 7 Total Contrib. Area = 0.0 ac IMP#1 IMP#2 IMP#3 IMP 1+2+3 Time (hrs) 0 1 2 3 4 5 6Q (cfs)0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.29 cfs 23 I I I I I I 11 I I I I I I I I I I I I I I I I I I I I 11 I I I I I 11 I I I I I I I I I I I 11 I I I I I 11 I I I I I I I I I I I 11 I I I I I 11 I I I I I I I I I I I 11 I I I I I 11 I I I I I I I I I I I 11 I I I I I 11 I I I I I I I 11 I I I I : I I 11 I : I I I I I I I : I I 11 I I I I I I I I I : I I I I I I I I I I I I I 11 I 11 I I I I I I I I I I I I 11 I I I I 11 I I I I I I I I I I I 11 I I I I 11 I I I I I I I I I I I 11 I I I I 11 I I I I I I I I I I I 11 I I I I 11 I I I I I I I I I I I 11 I I J I I 11 I I I I I 11 / I I I I I I I : I I I 11 .4 I I l I 11 I I I I I I II y --\ I I I I UNDERGROUND VAULT AND PUMP Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, May 14 2019 Emergency Outflow Rectangular Weir Crest = Sharp Bottom Length (ft) = 3.00 Total Depth (ft) = 0.25 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Depth Known Depth (ft) = 0.25 Highlighted Depth (ft) = 0.25 Q (cfs) = 1.249 Area (sqft) = 0.75 Velocity (ft/s) = 1.67 Top Width (ft) = 3.00 0 .5 1 1.5 2 2.5 3 3.5 4 Depth (ft)Depth (ft)Emergency Outflow -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 Length (ft)Weir W.S. "II' -= ~ Pipe Water Velocity and Minimum Pipe Diameter Use the water velocity form to calculate the velocity of water in a pipe. Use t he second form to calculate the d iameter of a pipe required for s fps pipe velocity. Learn more about the units used on this page. Water Velocity Flow Rate: 132 11 gpm ·I Pipe Inside Diameter: 11s1 jl in ·I I Calculate I Water Velocity: 1s.s1 I fps This calculator uses t his form ula to determine the water velocity inside of a pipe. where: V =0.408 Q2 D V-Water velocity inside the pipe (ft/second) Q = Flow rate of water inside pipe (gpm) D= Pipe inside diameter (in) UNITED STATES -ENGLISH CHANGE NEWSLETTER SIGN-UP I CONTACT US I. I e SALES REP LOGIN 9 Where To Buy Products v Applications v Si zing Tools v Product Support v Sa les Support v Press Room v Sump and Effluent Pumps v RESIDENTIAL USE SUMP PUMPS Model 49 Sump Pump so Series Sump Pumps Model 63 Sump Pump Model 72 Sump Pump Model 73 Sump Pump Model 75 Sump Pump Model 76 Sump Pump Model 95 Sump Pump Model 98 Sump Pump EFFLUENT PUMPS so Series Sump Pumps Model 98 Sump Pump 130 Series Effluent Pumps 140 Series Effluent Pumps 150 Series Effluent Pumps COMMERCIAL USE SUMP AND EFFLUENT PUMPS 130 Series Effluent Pumps 160 Series Effluent Pumps 18o, 190 Series Effluent Pumps Home > Sump and Effluent Pumps > Model 49 Sump Pump J Sump and Effluent Pumps// Residential Use Sump Pumps Model 49 Sump Pump Submersible Pump. Dewatering (Sump) passes 3/8" (9.5 mm) spherical solids. 9 Fi nd Nearest Distributor a a m Features and Benefits v Product Specifications v Tec h nical Dat a v Sa les and M arketing v Tech n ical Su pport v Motor Voltage Phase Hertz RPM Type Insulation Amps Operation Auto On I Off Points Discharge Size Solids Handling Cord Length Cord Type Max Head Max Flow Rate Max Operating Temperature Cooling Motor Protection Cap Motor Housing Pump Housing Base Upper Bearing Lower Bearing Mechanical Seals Impeller Type Impeller Hardware Gasket 1/4HP 115 V 1 Ph 60 Hz 3450 RPM Permanent split capacitor Class B 4.0 Amps Automatic 11-1/4" I 4-1/8" (28.6 cm / 10.5 cm) 1-1/2" NPT 3/8" (9.5 mm) spherical solids 10' (3 m) standard UL listed, 3-wire cord and plug 18' (5.5 m) 32 GPM (121 LPM) 104 °F (40 °C) Oil filled Auto reset thermal overload Engineered plastic Cast iron Engineered plastic Engineered plastic Ba II bearing Ball bearing Carbon and ceramic Non-clogging vortex Engineered plastic Stainless steel NBR UNITED STATES -ENGLISH CHANGE r£LLEH. ©. l · PUMP COMPANY Products {,/ (, Applications Sizi ng Too ls NEWSLETTER SIGN-UP I CONTACT US \. I 9 SALES REP LOGIN Q 9 Where To Buy Product Support Sales Support , Press Room 0 Home > Sump and Effluent Pumps > Model 49 Sump Pump Sump and Effl uent Pumps RESIDENTIAL USE SUMP PUMPS Model 49 Sump Pump so Series Sump Pumps Model 63 Sump Pump Model 72 Sump Pump Model 73 Sump Pump Model 75 Sump Pump Model 76 Sump Pump Model 95 Sump Pump Model 98 Sump Pump EFFLUENT PUMPS so Series Sump Pumps Model 98 Sump Pump 130 Series Effluent Pumps 140 Series Effluent Pumps 150 Series Effluent Pumps COMMERCIAL USE SUMP AND EFFLUENT PUMPS 130 Series Effluent Pumps 160 Series Effluent Pumps 18o, 190 Series Effluent Pumps V Sump and Effluent Pum ps JI Residential Use Sump Pumps Model 48 Sump Pump Submersible Pump. Dewatering (Sump) passes 3/811 (9.5 mm) spherical solids. 9 Find Nearest Distributor Features and Be nefits v Product Specifications v Technica l Dat a v Sales and Marketing v -------~------------------ Motor Voltage Phase Hertz RPM Type Insulation Amps Operation Auto On/ Off Points Discharge Size So lids Handling Cord Length Cord Type Max Head Max Flow Rate Max Operating Temperature Cool ing Motor Protection Cap Motor Housing Pump Housing Base Upper Bearing Lower Bearing Mechanical Seals Impeller Type Impeller Hardware Gasket 1/4 HP 115 V 1 Ph 60 Hz 3450 RPM Permanent split capacitor Class B 4.oAmps Automatic 11-1/4" I 4-118" (28.6 cm 110.5 cm) 1-1/211 NPT 3/8" (9.5 mm) spherical solids 10' (3 m) standard UL listed, 3-wire cord and plug 18' (5.5 m) 32 GPM (121 LPM) 104 °F (40 °C) Oil filled Auto reset thermal overload Engineered plastic Cast iron Engineered plastic Engineered plastic Ball bearing Ball bearing Carbon and ceramic Non-clogging vortex Engineered plastic Stainless steel NBR Technical Su pport v