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Home My WebLink AboutMS 14-05; HOOVER STREET MINOR SUBDIVISION; PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT; 2014-12-30- - - • ---• -------• -• -• -• ----... -.. 11111 -11111 -- PRELIMINARY HYDROLOGY and HYDRAULICS REPORT PROJECT HOOVER STREET MINOR SUBDIVISION MS 14-05, CDP 14-08 CARLSBAD PREPARED BY: Aquaterra Engineering Inc. 1843 Campesino Place Oceanside, CA 92054 tele: 760-439-2802 fax: 760-439-2866 December 30, 2014 . 2/31/15 .. ------• ----.. ------------------------ TABLE OF CONTENTS SHEET DESCRIPTION 2 Project Description 4 Hydrology Calculations 24 Soil Map 26 Hydraulic Calculations 32 Water Quality Calculations 37 Detention Basin Calculations -• -• ------ Hydrology & Hydraulics Report City of Carlsbad This Hydraulics and Hydrology Report was prepared using the following Manuals: Hydrology Manual, June 2003 edition, County of San Diego Drainage of Highway Pavements, U.S. Dept. of Transportation • The Rational Method was used to determine the 100 yr. storm Q values. ----------.. ... ... -... ---.. ------- The Rational Method uses the following formula to establish the flow: where, Q=CIA Q = the peak runoff in cubic feet per second C = Runoff coefficient representing the ratio of runoff to rainfall I= time average intensity in inches per hour A= Area of the subbasin in acres I .. ------• ------------------------------ Project Name, Location, Description Project Name: Hoover Street Minor Subdivision Project Address: Hoover Street and Adams Street, Carlsbad, CA 92008 Project Size: 1. 7 Acres Area disturbed: 0.0 Acres The site is located at the southeast corner of the intersection of Hoover Street and Adams Street.. The site is contains one single family dwelling and a garage/ shed but is mostly vacant. The proposed project is to subdivide the site into four parcels. The Owners do not intend the grade or develop the site . Existing Site Features and Conditions Residential structures are located along the northerly and westerly and northerly edge. The land slopes in a southerly direction and is divided into two drainage basins which drain toward Adams street and ultimately to the Aqua Hedionda Lagoon .. The San Diego County's Hydrologic Soil Maps describe the onsite soil as being in Group C and having "High Runoff Potential". A site specific geological investigation is not being requested at this time. The enclosed drainage analysis was prepared to show that the existing drainage facilities are adequate. Extended Analysis The Applicant does not intend to complete the grading operation for building pads or install any improvements under this permit. However, the Carlsbad staff has requested that a conceptual grading plan and drainage analysis be completed based on an assumed developed condition. We have competed the necessary calculations to show the site can be developed in compliance with current requirements. The following is a summary of the calculated results. Since actual development values (impervious surface areas) are not being proposed, we needed to assume those values for both Treatment Control and Flow Control within the site drainage design. The stormwater control devices are sized based on the San Diego County Standards and the current City of Carlsbad Zoning designation of R-1-15000. This density equates to about 2.9 dwelling units per acre and a 25% impervious surface. The grading design shows a bioretention/detention basin on each of the proposed lots which exceeds the calculated requirements of "BMP Sizing Spreadsheet" distributed by the County of San Diego. A copy of those calculations are included in this report. The results of the attached calculations show the following discharge rates: PRECONSTRUCTION POST-CONSTRUCTION FLOW CONTROL INFLOW/ OUTFLOW INFLOW OUTFLOW OUTFLOW (Q100) (HQwc) PARCEL2 0.79 cfs PARCEL2 0.76 cfs 0.33 cfs 0.008 cfs PARCEL3 0.78 cfs PARCEL3 0.76 cfs 0.33 cfs 0.008 cfs PARCEL4 1.50 cfs PARCEL4 1.80 cfs 1.36 cfs 0.012 cfs All calculated post construction outflow discharge rates are less than the preconstruction discharge rates. ------------------------------------- Conclusion The analysis contained in this report shows that the site can be developed consistent with current zoning standards and in compliance with current drainage requirements and that the downstream water courses are adequate to handle the calculated storm flows. We have demonstrated that no downstream properties will be adversely impacted by the proposed development. 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' j I i ' I r • ! i ' j I I I I \ t ! 1--1-+~V-:,,...:.'q..."'-_, _ _,__J+,A~-;:i::...,t•_,_--'::A--:~-Lv--r1--=-=-'"".,,.:----,-,---Ft-.-t----'---:1-1_...,~_,__-Yr,....;":i.--,---&-4--+---,1-...!I !,--J---l---lkll..f.::;,,;:r-l-"-+-1 ,t'""', .. l--1----· --l--""", .... -1--'L~l_l,,_' --1·_0'----'.Cl-""Re....il...._ ... ,1......__..t.1>"'-. -1!!~='-l ""-'~ )u .( z .:h , • ·1 ~ ,__~ \ 1 , ~" ~ I I 1400\ f l I I II fl fl II II 11 f I II II fl fl 11 fl 11 fl II 11 fl 11 San Diego County Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use I Runoff Coefficient "C" Soil Type . NRCS Elements Coun Elements %IMPER A B Undisturbed Natural Terrain (Natural) Pennanent Open Space o• 0.20 0.25 Low Density Residential (LOR) Residential, 1.0 DU/A or less 10 0.27 0.32 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48· 0.51 Medium Density Residential (MDR) • Residential, 10.9 DU/A or less 45 0.S2 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.S5 0.58 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited].) Limited Industrial 90 0.83 0.84 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.;t8 0.78 0.81 0.84 0.84 0.87 3 6 of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 *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 mnoff coefficient, Cp, for the soil type), cir 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). DU/A= dwelling units per acre NRCS = National Resources Conservation Service ----(SJ ( 3-6 t: i \ -----------.. ---.. -- -... ---.. --.. --------- ,.-r \ San Diego County Hydrology Manual · Date: June 2003 Section: Page: 3 12 of26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect wfiere the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in __ .,._ _______ __,....,_,-._.,... .. ~.•---·-- hydtology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Ti) Element* DU/ .5% 1% 2% 3% 5% 10% Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR l 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 . 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8· 95 3.4 100 2.7 N.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G.Com I 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 ; General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 ,, ~,~See Table 3-1 for more detailed description 3-12 t.J G 10,0 9,o' 8,0 t.o 6,0 5.0 I 4,0 ' 3,0 2.0 I l. f:.9 ' 0',8 0.7 o.e 0,8 0.4 ' 0,3 I 0.2 '. 0.1 'I"' ... ' I' . "'-. ,~ :'l'!i.._ I"' -. "II ' r,, '"'r,., .... , ... ... , r"\ "'"' .. ~ . ... ~~ " .... -I' ri,.. .. ~ "' l"'I..,. I"-" ... I"-I",' "', "" ... I', ... ~ I"'" r--... .. ! ; A ----~--"" :"lro ... ~ ~ 'I',~ I' ~~ ""' ~ I"' . """ "' " ~ ~ ""· . "'~ 1-, ... ~ """ ~~ " ' I",~ ~~ ~ "ro. ~~ r ~ rr rr , ... 1" """ ""~ ~r -,~ . --Minutes r ~ ~~ ~ ~~ r rft ~-r co 10 l:>Ul'IUi>n EQUATIPN I II 7,44 f'e ~,846 • lntenalty (lnJhr) l Pe • a-Hour Precipitation ( D • Durauon (min) I"" I"" I"' I" r,, r-.. r--"'r-i~ I"' ri,, I• ~ IIIJIU. I"' "" ... ~ HWI ... ~ ~ I"-l' ""111o ~~ ~~ ~ni' "' " ~,i-,, i' "" ~ ,... I"'~ "" II r !'11"1 I" • ~"" I~ "' [IN "~ ~ I'"" 2 Hourt " " In) " -1111111111111 1111111111111 ·IS fl I e.01 u 5.0 4.5, 4,0 a.o-3.0 2.5-2.0 1,5 1.0 lnl1n1Jty.Duratlan .D11lgn Chart• Template Dlr1~ion1 far Applloalloni (1) From. p,eclpltatlon maps determine 6 hr and 24 hr amounts for the &elected frlQuancy. These maps are Included In the County Hydrology Manual (10, 60, and 100yrmapg Included In the Dealgn and Procadure Manual), (2) AdJuat 6 hr preotpltatlan (If neoauary~ ao that It Is within the range of 45% to 66% of the 24 hr preotpttatlon (not applloaple to Duert), (3) Plot e hr praolpltatlon on the right aide of the chart. (4) Dr.aw a Una lhroulJh Iha point parallel to the plotted lines, (6) Thia line ta the lntenelty-duratton curve for the location being analyzed. Application Fonn: (a) Selected .frequency_ year (b) Pe= ll 1n., p24 • ~ 1.!:!PP = -2.S_ %<21 24 · (c) AdJ.uatad p6<21 e .L.c.$'1n. (d) 1,c = _ min. (e)I= _10.Jhr. __ Note: This chart replaces the lntenslly-OuraUon•FrequenoY curves used since 1965, 3~·1 • ~,n 1= 0 ,--I + ! -i=,.;1,~ 5•f t v bDoo c:)z ~ei ! 6§ ·f ' !" i. t1 ~ ;; t,-.: ; ~ ~g! • 3: • ·~ = ,-:.r, 1a· z· H .:. ~~! 1! n §~ .~ .2 ~ "' ·:r: a!ff f· ff ..-:; .. ?-g. ... .c ......._ i~~~ lg lj il g Cl) ~ ~ ,;. ' ;§~I H? t; bl} > ;;; 'l . .) 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Jhl,~~-;.;--;-+-,--,-f~'-..:i.:-ll.r""""'+"+-';;;-..,,~ dt!~ -T +-i·-l ... ~osJiil" ... · 77-tt::±::h-:-f'--r-;-~~-,-;---t-t--'-j-i--;--,;--;--;--;-,....,..-'-'H-t--'--~~-,--+-'--;--,----,-r==t~=::-++-:---;--t--'-~-+-+-H-aeE~ r .. ~::·,~.--.i'._: ~,:;•0=, o_· ;_-_:,-~-•--,: .. ~: .. ~:-_-:-__ ·;-~-;_:~~~.:-~--~.4tr~~;'~ ?U1rrlill Jlttttttm 1h~~~4~f4t-ffc~~~if~--~ I ----... ··+·:··· --.... -------· ---------· ~--,--;.. ~cil=:.::.;:_c::J.:~~~:;.-.:::::1t;~~~~~-+~tf±f:8~~:±±±±b~~~--:::-:-:::-;::t~d~+ttr.J~:i::t:\t=t1=8R=f ;-,-SJ.<i:91.~-+ -t---;,...;;--.,--,---,-!'1,-:-~~ .,;...,+-<--'~~-.-,,,_ !C-'--'-~+-i-lh-~~;--~-• -t -· ·--- --=-------~ ::r_:;·f : ·_ . : . _./ AE Feet 30 20 10 5 AE 50ll8 40IIO 3880 OIO ' .. ,, EQUATIOH Tc = (1~~0.385 Tc "" Tuneofc:onaanlration(ho1.1n1) L = watarcDuale DiBtance(mllesJ ~ = Change In elevation along effective slope ffne (see Figure 3-S)(fiteQ • ' ''"' ' ' ' ' ' 40 '-L '-IIDes Feet ' 30 '1 20 '· 18 8.5 3000 16 ' . '-14 ' , .12 ' '-10 ' 9 8 7 6 5 300 3 200 L Tc caBfilmia CIMskin of Highways (1~1) and Kkpich (1940) Nomt,graph '°" Delerminafion of Time of Cor-KAN-•ll""a""'llon"-(re) or navel lime (11) for Natuaal W::denheds ,- SOILS GROUP MAP San Diego County Hydrologic Soils Group-Runoff Potential Sheet22 -,,e- San Luis Quadrangle t-J Scale: 1" =2000' HYDRAULIC CALCULATIONS Zb )pen Channel Flow Calculator http:/ /www.eng.aubum.edu/-xz:fOOO 1/Handbook/Channels.htm· Select Channel Type: Circle I Depth from Q !select unit system: Feet(ft} jchannel slope: jo.16 lwtt !water depth(y): lo.49 r IIRadius (r) 11.625 ltt ~F-lo_w_v_e-lo-ci_ty_l2-o-.6-13_5_jtt1_s __ ~IL-eft-S-lo_p_e-(Z-1-):_j ___ lft/_ft ___ lRightSlope(Z2): I lwtt Flow dischargej16.08 lln_p_u_t_n_v_al_u_e-;:;lo;;;;;.0;;;;;1;;;;;3=;;--o-r-se-,e-c_t_n ____________ _ ltt"3/s ~I -C-a-,c-u-,a-te-,-------lstatus:jcalculation finished Wetted perimeterl2.59 I r Flow area!o.78 ltt"2 j's-p-ec_i_fi_c_e_n-er-gy-----.-17=.0=9==----.,ft====-1Froude numberl6.26 jcritical depthl1 .25 r !critical slopelo.0038 jtt1tt Reset ITop width(T)j2.32 jFlow statusjSupercritical flow !velocity headl6.6 r Copyright 2000 Dr. Xing Fang, Department of Civil Engineering, Lamar University. 7/31/2014 2:36 Pl\ The open channel flow calculator Select Channel Type: Circle Rectangle Trapezoid Triangle Depth from Q !select unit system: Feet(ft) jchannel slope: /.16 ft/ft !water depth(y): ;o.99 --· ;tt' -l:R~di~~(r) · -~-· ; 1 .ft ,~F-lo_w_v_e_l_oc_i_ty-'.2~8-.6~7~8 ~:w_s ____ ~,L-eft_S_l-op-e-(Z-1 )-: -, ~~-ft/-ft------,RightSlope(Z2): ; --ft/ft jFlow discharge'.44~34 ·· ~~ft--,,3/s ~,In_p_u_t n-v-al_u_er-o_-0-13~---o-r s-e-le_c_t n--------------- ~, -C-a-lc-ul-at_e_! --------jstatus:;C~lculati~n fini~hed Reset jwetted perirneter 3.12 ft jFlow area'.·1··_55 . '1ft"2 jTop width(T)' 2 ~,S-pe-c-ifi_c_e_n_e-rgy-11-3-.7-.6--ft----,Froude nurnber:5.74 jFlow status'Sup~rcritical flow !critical depthr1 .97 · ,ft ~,C-ri-ti-cal-s1-o-pe-'. 0~_~03_4_8-~i-ft/-ft~----jvelocity head 12. 77 1ft Copyright 2000 Dr. Xing Fang, Department of Civil Engineering, Lamar University. £ "iL~Tvv b ~UA-1 ~ () tu\. ~&J-1J A ~ r1J<Pc.J)a -z.4 11 Rt-P ~VV\1 /l"M1~ g'1'P.2'l,r- Nti 9enNTloN Q,ou lt \{ ') J4. B7 -Z..S',-:S > /, 90 ~R~ /-rl r3 ll10l/Yl <:Jn.. /.7 9 Aquaterra Engineering Inc. i----, t 9.;1 t1nl lotr /~; <i -r ' .. _J~,u iuJ6 c.. ,~ i ,-.-i , -I 1 i , 1 1 =-! ! t ~ ____ ,___, __ , i/"'h 1/1 j 1 1 A I ~ ! ! l -·vu,,-,. b '16 (,;l)Al) I G/-<J ~-q y V~:A ill h~/-J -~ ~ :S-7 ,;:;. I -i ., -l , 1_l._ --1---1=e---k=..1---r--.-__,,---l'\t--+---+--, { J, u) . f \ 11 L,~ ... ,. j~~r~~fM,1 '1 r~:>--l-,:--~+.~"'-f-!'!'~'4-'!'~::J.--11lf.....rt-=!!!i ~-e-t'-1--...j..._..._.l [---l--'---"---!--· .. _,_-'--+-1'"...,__,• ... _,,_--+-,......,,__-!----'_j .... 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Ac;uaterri, Engineer:i.ng Inc. : I j ; ' 7 i ~ • I' ' I i ~ _,.._-: j 1 r : i1' ,J ( : ..... , ~ 7 It. l , "" .. ! l ,i l ±! i : ! . . ·>-------+---+-- ..._,___,__,__.__,;,__.__.__.__.__ __)_--!.---!----.. , ..... _~ __ : ,_____ ---·------~-'------'---!--1-_.__, ~-+-! --l---+--',-+-+--t--i-·---l---1---+--+-+!----+--+---t-t----+---t--,1-----t------1------l---l-+--_....j.....__,___,____,___, I i j' ' I Aquaterria Engineering Inc. . ,•., .. l I I I , l '· I -Aquaterra Engin eering Inc .. • J_ .. ,---• ,. . .. ~ ; !PROJECT_ lilqov ~ Vty) .. I DATE: ~!! ,(--:~ I ] I I ' ·---i I C I I I II . r'\ i ! L_ __ -L I t j -,-l'i . "C fc"Z ~l'$ IUJL""t l":b◄~-1 JI-GI , ·\;I fi DJ r: r,;,IW ... --·i _\ ,t I I ! I ! f\ A I ! ' I~ --n • I . i .. r -~ (._ \ '1 r;.in C I __ ..,., 7) • ,cli\' ri V ~ ~ ~ ~r It ;l f1/. ' Ir u 4i-' l"'\ i i-,.. i 1,r--, l ·: ·r h • -. ' I I ~ ,.,.,.\ Vl 117 l ~ \ t) I/,~ "ltt1 'Ii I I'] l~V I ! ' I . -" ' I r-. j • ' l l'r\ ~I i'i"-ir. i r ~ .. ~i,. 1-t-t f;;J ' i ..J.~ Jl I../ I/ I-I-!('. J. ... . I I ''-J -, ,. ~~ '\ ~ .... i ' i ! ' I l i I ! l ~.-. CJ~T11 .... -.. -i { ',J '1 "'!' ·-L <, r( I :+ ) .. I/ I rt i i. r .b I '(i ~. ; --=t-' I j 1 .... ~ '· ' "' ., T t i ' . i ' ,,.. 1 1 ...... i.-i I i ~ ~ \~ $. 'l)T)• r · ~j ofl u .A ! ' t .JJ ' l . r I ! i I i I l ~I ~ \~ 'I,. j i A ) i If\ i-' 1 _\.. .. r I .. I ~ -:-~, l 1-:.... ) I . -I'.. l : i ! \ . ' i.:., 11-' -!-.. i 1 y : ' ( I • ' f . ... . ; i I I I i (fl ~ LU -:::-C. t,J ' ' l I . ' ' ' ! -~__L i . ' ! I , I i ! L ' "'}-z. /l;· I /, I I._ . I .~• I I I .~ \. I ! f llll -( ;/' I>) I u IYis' _J I I i l I , ~ -r> l . t--r -r -, r ' I .; 7 I t I ! I ! i I -I I~ !'-I I , ~ I J__ l· LI r.) " ~ ~ {:j_ IL 17 J~. r-71~ ") y "" I)~ ~ .. --... ' I ! I ' I ! ' I ' ! I ' I ~ I-j .. ---i ' ! '( __) JC ' ~ ' j ' "--~ i i I 1 --· ' I i I . i ; < ' i ' ; l l l ' i ' ! '. ' I ' ... -. • ➔~ .. -i ' ' i ' r .I l l I ' ' ' ; ; •. i l ' .. ·I . i I ' ; , ' ! : ,,---...._ ' ; I ' l l ! , ' ) .. , j ' ,. ' ,~ Ir.. ) j ~ ' ' ' :=,. i ' ~-,...,.,,,· .1 ....... _,.,,...-.,.-l_............,.~ -~~-----.-b----::--=~ ··• ---~ -· ---==----- --- .. ... .. -----.. -.. --- ----. ------------.. - .. --- Chapter 2. Street Drainage and Inlets and downstream face of the curb inlet (equal to an additional 1 foot of length for a SD-RSD Type B inlet). Partial Interception It is not always possible to intercept all gutter flow with a single inlet, and a portion of the approaching flow will continue past the inlet area as "bypass flow." The curb inlet must intercept a minimum of 85 percent of the approaching flow where practical (see Section 2.2.2.2). The designer may account for this flow bypass using the following procedure: Step 1. Determine the clear opening length required to intercept 100 percent of the approaching flow, Lr: Step 2 • 4 = QAPPROACH 0.7(a+ y)3f2 (2-3) Compute the efficiency (E) for the opening length (L ') of the curb inlet to be installed: (2-4) where ... E = curb-opening inlet efficiency; L • = length of clear opening of installed inlet (ft); and Lr = length of clear opening of inlet for total interception (ft). For the minimum required efficiency of E=0.85, this general equation reduces to the following expression: Step 3. L~=0.ss = 0.654 (2-5) Calculate the amount of flow intercepted by the inlet and the bypass flow, and apply to the bypass flow to the roadway flow calculations and inlet capacity calculations downstream. QINTERCEPT = EQAPPRROACH (2-6) QBYPASS = QAPPROACH -QINTERCEPr = ( 1-£) QAPPROACH (2-7) Curb Inlets in Sag Curb inlets in sags or sump locations operate as weirs at shallow depths, and operate as orifices as water depth increases. The designer shall estimate the cap~.tx;>.f.tb~jpJ~~ under each condition and adopt a de~!S!!,C!eacity _~9iial t?-_ ~~_sm~,~~Lt,!!~~°. ~~ul~: ~en designhig tlie siz!.5>f ~. facility, the designer shall use the larger of the sizes obtained by solvmg for the two~corufinoris. w~;?;-s~~~ act~ ~;~ fo~ sh~ll~;·a~pt!IB:~hl~h ~~ b~-d~~i~d ~~in~ i~~~ti~~ 2~8-~ -~ . ---. (2-8) _S_a_n_D_i-eg_o_C_o_un_ty_D_ra_i_n_a_ge_D_e_si_g_n_M_a_n_u_a_l ---------------~---g-e::::::aa2--5--- July 2005 '3 / lh.) --.. -WATER QUALITY CALCULATIONS -.. --------.. ---.. .. -------.. --.. ---.. -- I I r I OMA Name Building/Driveway w ~ Landscaping I 1 I I Project Name: Project Applicant: Jurisdiction: Parcel (APN): BMP Name Rain Gauge Oceanside Oceanside I I I I I I I I I I I I I I I I BMP Sizing Spreadsheet Vl.02 HooverAdams Parcel 2 Hydrologic Unit: Carlsbad Detrich/Blackburn Rain Gauge: Oceanside City of Carsbad Total Project Area: 16389 206-150-12 Low Flow Threshold: 0.1Q2 Parcel 2 BMPType: Bioretention Existing Condition Q2 Sizing Factor OMA Area (ac) Soil Type Cover Slope (cfs/ac) C Scrub Steep 0.217 0.094 C Scrub Steep 0.217 0.282 I I I Orifice Flow -%Q2 (cfs) 0.002 0.006 0.008 Tot. Allowable Orifice Flow (ds) 0.008 Actual Orifice Flow (cfs) I I I I I I I I I 0fc. .. J ?. Orifice Area (lnZ) 0.05 0.15 0.20 0.50 Tot. Allowable Max Orifice Orifice Area Diameter (lnZ) (In) 0.20 o.so Actual Orifice Area Selected Orifice Diameter (in2) (in) Drawdown (Hrs) 20.2 If Drawdown time exceeds 96 Hrs project must implement a vector control program. I I I I w w I I I I I I I I I I I I ' I I I f I r I I I f I I I I ,, I 1 I I I~ I ·) 4,nc ' , ., L z BMP Sizing Spreadsheet Vl.02 Project Name: Hoover Adams Parcel 2 Hydrologlc Unit: Carlsbad Project Applicant: Detrich/Blackbum Rain Gauge: Oceanside Jurisdiction: City of Carsbad Total Project Area: 16389 Parcel (APN): 206-150-12 Low Flow Threshold: 0.1Q2 BMP Name: Parcel 2 BMPType: Bloretention BMP Native Soll Type: C BMP lnflltratlon Rate (In/hr): 0.08 Areas Draining to BMP HMP Sizing Factors OMA Post Project Runoff Factor Name Area (sf) Soll Type Slope Surface Type {Table4-2) Surface Area Surface Volume Subsurface Volume Surface Area (sf) Building/Driveway 4097 C Steep Scrub 1.0 0.11 Landscaping 12292 C Steep Scrub 0.1 0.11 Total BMP Area 16389 Describe the BM P's In sufficient detail In your SWMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site. BM P's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design. 0.0917 0.066 451 0.0917 0.066 135 Minimum BMP Size 585.882 Proposed BMP Size• 586 Minimum Ponding Depth Maximum Ponding Depth Selected Ponding Depth This Sizing Calculator has been developed In compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located. Minimum BMP Size Surface Volume Subsurface Volume (cf) (cf) 376 270 113 81 488 352 938 879 2.80 In 56.91 In 12.00 In ' I I I I I ' 1 r 1 ' I ( I I I BMP Sizing Spreadsheet Vl.02 Project Name: HooverAdams Parcel 3 Hydrologlc Unit: Project Applicant: Detrich/Blackburn Rain Gauge: Jurisdiction: City of carsbad Total Project Area: Parcel (APN): 206-150-12 Low Flow Threshold: BMPName: Parcel 3 BMPType: BMP Native Soll Type: C BMP Infiltration Rate (In/hr): f I I 1 r 1 r 1 carlsbad Oceanside 16343 0.102 Bioretention 0.08 ' 1 r 1 I h' I /'f )r,1/1~ ('.__L,,V I r 1 r I 3 Areas Draining to BMP HMP Sizing Factors Minimum BMP Size OMA Post Project Runoff Factor Name Area (sf) Soil Type Slope Surface Type (Table4-2) Surface Area Surface Volume Building/Driveway 4086 C Steep Scrub 1.0 0.11 Landscaping 12257 C Steep Scrub 0.1 0.11 Total BMP Area 16343 Describe the BM P's In sufficient detail In your SWMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site. BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design. 0.0917 0.0917 Subsurface Volume Surface Area (sf) 0.066 449 0.066 135 Minimum BMP Size 584.287 Proposed BMP Size• 584 Minimum Ponding Depth Maximum Ponding Depth Selected Ponding Depth This Sizing calculator has been developed In compliance with the Countywide Model SUS MP. For questions or concerns please contact the jurisdiction in which your project is located. v'1 ~ Surface Volume Subsurface Volume (cf) (cf) 375 270 112 81 487 351 934 876 2.81 In 57.10 In 12.00 In f 1 I I I I DMA Name Building/Driveway Landscaping ~ v, I I I I I Project Name: Project Applicant: Jurisdiction: Parcel (APN): BMP Name Rain Gauge Oceanside Oceanside 1 I I ' I ' I I BM P Sizing Spreadsheet Vl.02 HooverAdams Parcel 3 Hydrologic Unit: Detrich/Blackburn Rain Gauge: City of Carsbad Total Project Area: 206-150-12 Low Flow Threshold: Parcel 3 BMP Type: Existing Condition Soil Type Cover Slope C Scrub Steep C Scrub Steep I ' I I 1 I I I I I Carlsbad Oceanside 16343 0.1Q2 Bioretention Q2 Sizing Factor OMA Area (ac) Orifice Flow -%Q2 (cfs/ac) (cfs) 0.217 0.094 0.002 0.217 0.281 0.006 0.008 Tot. Allowable Orifice Flow (cfs) 0.008 Actual Orifice Flow (cfs) I ~ ~ ~ f, Av(1 .. o .\ , J_,. ' ,,·••31 I, ,., -' Orifice Area (in2) o.os 0.15 0.20 0.50 Tot. Allowable Max Orifice Orifice Area Diameter (ln2) (in) 0.20 0.50 Actual Orifice Area Selected Orifice Diameter (in2) (in) Drawdown (Hrs) 20.2 If Drawdown time exceeds 96 Hrs project must implement a vector control program. I r I I I I I OMA Name Building/Driveway Landscaping v" V\ I I I I Project Name: Project Applicant: Jurisdiction: Parcel (APN): BMP Name Rain Gauge Oceanside Oceanside I I I 1 I I I I I I I 1 f 1 I I BMP Sizing Spreadsheet Vl.02 HooverAdams Parcel 4 Hydrologic Unit: Carlsbad Detrich/Blackburn Rain Gauge: Oceanside City of Carsbad Total Project Area: 23254 206-150-12 Low Flow Threshold: 0.1Q2 Parcel 4 BMPType: Bioretention Existing Condition Q2 Sizing Factor OMA Area (ac) Soil Type Cover Slope (cfs/ac) C Scrub Steep 0.217 0.133 C Scrub Steep 0.217 0.400 f I ' 1 I I I I I I I I µ~J4-Orifice Flow -%Ui (cfs) 0.003 0.009 0.012 Tot. Allowable Orifice Flow (cfs) 0.012 Actual Orifice Flow (cfs) Orifice Area (in2) 0.07 0.21 ·-·· 0.28 0.60 Tot. Allowable Max Orifice Orifice Area Diameter (in2) (in) 0.28 0.60 Actual Orifice Area Selected Orifice Diameter (in2) (in) Drawdown (Hrs) 10.0 if Drawdown time exceeds 96 Hrs project must implement a vector control program. I I I I I I I I I I I 1 I I I I I 1 I I I I r I r I I I I I I I I I I I I I <7 (\t \ \' !'/Z , ... 1 ---~ BMP SlzlnR Soreadsheet Vl.02 Project Name: HooverAdams Parcel 4 Hvdrologic Unit: Carlsbad ProJect ADDlicant: Detrich/Blackburn Rain Gauge: Oceanside Jurisdiction: Cltv of Carsbad Total Prolect Area: 23254 Parcel (APN): 206-150-12 Low Flow Threshold: 0.102 BMP Name: Parcel 4 BMPTvoe: Bioretention BMP Native Soil Type: C BMP Infiltration Rate (In/hr): 0.08 Areas Draining to BMP HMP Sizing Factors DMA Post Project Runoff Factor Name Area (sf) SoliType Slope Surface Type (Table 4-2) Surface Area Surface Volume Subsurface Volume Surface Area (sf) Building/Driveway 5814 C Steep Scrub 1.0 0.11 0.0917 0.066 640 Landscaping 17440 C Steep Scrub 0.1 0.11 0.0917 0.066 192 Total BMP Area 23254 Minimum BMP Size 831.38 Proposed BMP Size• 831 Minimum Ponding Depth Maximum Ponding Depth Selected Ponding Depth Describe the BM P's in sufficient detail in your SWMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site. BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design. This Sizing calculator has been developed In compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located . . ~ 0-Minimum BMP Size Surface Volume Subsurface Volume {cf) (cf) 533 384 160 115 693 499 914 1247 2.81 In 57.79 in 6.00 In I I -----DETENTION BASIN CALCULATIONS ------... -------------------------- :ATIONAL ME: I HOU HYUKUl,;;KAl-'H 1-'KUuKAM :OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY ... N DATE 8/18/2014 ...OROGRAPH FILE NAME Text1 'IME OF CONCENTRATION 9 MIN. ~OUR RAINFALL 2.5 INCHES SIN AREA 0.38 ACRES -~OFF COEFFICIENT 0.45 11:AK DISCHARGE 0.76 CFS -,E (MIN)= 0 ~E (MIN)= 9 llllt'IE (MIN)= 18 "IME (MIN) = 27 iliWIE (MIN) = 36 ,tE (MIN)= 45 -1E (MIN)= 54 "IME (MIN) = 63 rlME (MIN) = 72 •t1E (MIN)= 81 11E (MIN)= 90 f'lll.1E (MIN) = 99 rlME (MIN)= 108 lill/lE (MIN)= 117 AE (MIN)= 126 -.IIE (MIN)= 135 rlME (MIN) = 144 ~E (MIN) = 153 AE (MIN)= 162 _,/IE (MIN)= 171 TIME (MIN) = 180 TIME (MIN)= 189 --.AE (MIN) = 198 111E (MIN) = 207 'PIME (MIN)= 216 TIME (MIN) = 225 ill,IIE (MIN) = 234 IAE (MIN) = 243 ._1,,1E (MIN) = 252 TIME (MIN) = 261 TIME (MIN) = 270 "'\'IE (MIN) = 279 ME (MIN) = 288 'rfME (MIN)= 297 TIME (MIN) = 306 ilillME (MIN)= 315 ME (MIN) = 324 -,,,,E (MIN) = 333 TIME (MIN) = 342 ,1,IME (MIN) = 351 ME (MIN) = 360 ._ME (MIN) =· 369 ------... -... --... -- DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0. 76 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 J J J J I ------------------- ---- HYDROGRAPH OF DETENTION SYSTEM PARCEL 2-HOOVER TPM (MS 14-08) ADD£NDUM II A II LEGEND /"'- lfl 4--u '-/ LL Hyolrogro_ph TiMe vs Flow 1.2 r----.---.--------.----.----------.----~-~ 1.0 i-------t---+----+---+----+---+--------l I 0,0 '---~--"'--'---~-J--1"'---'----1-.-_.l_ _ __J 0 1 3 4 5 6 8 9 TiMe (hrs) - - - - -Inflow -Flood Discho.rge -Flood DRAW BY• . LIPSKA llATEi 08-20-14 DV6. tll,I APPROVED BY• PRIJ.£CT PARCEL 2 HOOVER TPM <MS 14-08/CDP 14-08) SHT. NAIi: BASIN A @ 100 YEAR ST□RH DETENTl□N BASIN SHT. NJ. 1 f 0 1 -------------------------------------- User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-2 RESERVOIR REPORT Date: 08-19-14 Time: 08:41 :34 -------------------------------------------------------------------------------------------------------------------------------------------------- Reservoir Number: 1 Name: Parcel-2 Storage [RATING CURVE LIMIT] Minimum Elevation Maximum Elevation Elevation Increment = = = 68.00 (ft). 71.00 (ft) 0.50 (ft) [STAGE STORAGE INFORMATION] Storage Method: User-Defined Storage Input Method: Area No. Elevation (ft) Area (sq ft) Ave Area (sq ft) Volume (cu ft) Cumulative Volume (cu ft) ----------------------------------------------------------------------------------------------. -------------------------------------------------- 1 2 3 69.45 69.50 71.00 0.00 629.30 1551.60 0.00 314.65 1090.45 [DISCHARGE INFORMATION] Structure Number: 1 Type: Name: Parcel-2-Outlet 0.00 15.73 1635.67 [RESERVOIR STAGE STORAGE/DISCHARGE] Elevation (ft) Stage (ft) Area (sq ft) Storage (cu ft) 0.00 15.73 1651.41 Discharge (cfs) -------------------------------------------------------------------------------------------------------------------------------------------------- 68.00 0.00 0.00 0.00 0.00 68.50 0.50 0.00 0.00 0.00 69.00 1.00 0.00 0.00 0.00 69.50 1.50 629.30 157.32 0.00 70.00 2.00 936.73 548.83 0.00 70.50 2.50 1244.17 1094.06 0.00 71.00 3.00 1551.60 1793.00 6.07 Maximum Storage = 1793.00 (cu ft) Maximum Discharge = 6.07 (cfs) 4-0 Page 1 of 7 -------------------------------------- User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-2 OUTLET STRUCTURE REPORT Date: 0.8-19-14 Time: 08:41 :34 -------------------------------------------------------------------------------------------------------------------------------------------------- Structure Number : 1 Type : Stand Pipe Name : Parcel-2-Outlet [RATING CURVE LIMIT] Minimum Elevation Maximum Elevation Elevation Increment [STAND PIPE INFORMATION] = 68.00 (ft) = 71.00 (ft) = 0.50 (ft) -------------------------------------------------------------------------------------------------------------------------------------------------- [ORIFICE INFORMATION] Height Width Crest Length Effective Crest Length Orifice Coefficient Fractional Open Area [ORIFICE EQUATION] Q = Co*A((2gh)/k)"0.5 [DEFINITIONS] Co = Orifice Coefficient A = Wetted Area, (sq ft) [WEIR INFORMATION] Crest Elevation Weir Coefficient Exponential [WEIR EQUATION] Q = Cw * L * HAexp [DEFINITIONS] Cw = Weir Coefficient = = = = = = = 1.00 (ft) 1.00 (ft) = = 4.00 4.00 0.60 1.00 70.50 3.33 1.50 (ft) (ft) {ft) H = Headwater depth above inlet control section invert ft L = Crest length ft +f Page 2 of 7 --------------------.. -.. .. .. -.. ----... ---- User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-2 [CULVERT INFORMATION] Date: 08-19-14 Time: 08:41 :34 -------------------------------------------------------------------------------------------------------------------------------------------------- Type : Circular Concrete -Square Edge with Headwall [OUTLET STRUCTURE INFORMATION] Diameter = 12.00 (in) Invert Elevation = 68.00 (ft) OUTLET STRUCTURE REPORT -------------------------------------------------------------------------------------------------------------------------------------------------- Pipe Length = 20.00 (ft) Slope = 0.10 Manning's n Value = 0.01 Orifice Coefficient = 0.60 T ailwater Elevation = 67.00 (ft) Number of Barrels = 1 [UNSUBMERGED EQUATION] H/Diam = Hc/Diam+K*(Q/(A*Diam"0.5))"M-0.5*S Coefficient K = 0.01 Coefficient M = 2.00 Q Maximum = 2. 75 [SUBMERGED EQUATION] H/Diam = c*(Q/(A*Diam"0.5))"2+Y-0.5*S Coefficient c = 0.04 Coefficient Y = 0.67 Q Minimum = 3.14 [DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) Diam = Interior height of culvert barrel, (ft) He = Specific head at critical depth (dc+Vc"2/2g), (ft) Q = Discharge, (cfs) A = Full cross sectional area of culvert barrel, (sq ft) S = Culvert barrel slope, (ft/ft) tr:z._ Page 3 of 7 --- ----------------..... --------... ------- User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-2 [STAND PIPE STAGE VS. DISCHARGE] Date: 08-19-14 Time: 08:41 :34 -------------------------------------------------------------------------------------------------------------------------------------------------- Elev. Stage (ft) (ft) Weirs (cfs) Orifices Stand Pipe Culvert (cfs) (cfs) (cfs) Total (cfs) -------------------------------------------------------------------------------------------------------------------------------------------------- 68.00 0.00 0.00 0.00 0.00 0.00 0.00 68.50 0.50 0.00 0.00 0.00 0.88 0.00 69.00 1.00 0.00 0.00 0.00 2.41 0.00 69.50 1.50 0.00 0.00 0.00 3.69 . 0.00 70.00 2.00 0.00 0.00 0.00 4.62 70.50 2.50 0.00 0.00 0.00. 5.40 71.00 3.00 0.00 0.00 56.51 6.07 Hydrograph Number: 2 Name: Parcel-2-Outflow Type: Reservoir: Storage Indication [HYDROGRAPH INFORMATION] Peak Flow (Qp) Time to Peak (Tp) Time of Base (Tb) Volume Time Step Peak Elevation = 0.33 (cfs) = 280.00 (min) = 324.00 (min) = 0.01 (ac-ft) = 4.00 (min) 0.00 0.00 6.07 Detention Time = 70.53 (ft) = -Mfr o.c,1 l,J rz.. [RESERVOIR STRUCTURE INFORMATION] Number = 1 Name = Parcel-2 Storage Storage Type = User-Defined Area Maximum Storage = 1793.00 (cu ft) Maximum Discharge = 6.07 (cfs) [INFLOW HYDROGRAPH INFORMATION] Number = 1 Name = Parcel-2-lnflow Peak Flow (Qp) = 0.76 (cfs) Time to Peak (Tp) = 252.00 (min) Time of Base (Tb) = 369.00 (min) Volume = 0.03 (ac-ft) Flow Multiplier = 1.00 Page 4 of 7 --User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 08:41 :34 -Scenario: Parcel-2 • [EQUATION] -0.5(I1+I2)dt + S1-0.5(O2)dt -Where: -11 = Previous Inflow -12 = Current Inflow dt = Time increment -S 1 = Previous Storage -S2 = Current Storage 01 = Previous Outflow -02 = Current Outflow -A= 0.5 (11+12) dt -B = S1 -0.5 (01) dt -C = S2 + 0.5 (02) dt -FLOOD HYDROGRAPH REPORT ----------------------------------------------------------------------------------------------------------------------------------------------------Computation of Reservoir Outflow Table of Storage Indication Method [The time interval is 4.00 min] -lntv Time Inflow A B C Outflow Storage Elev -(min) (cfs) (cfs) (cfs) (cfs) (cfs) (cu ft) (ft) --1 4.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 2 8.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -3 12.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 .. 4 16.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 5 20.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -6 24.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 .. 7 28.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 8 32.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -9 36.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 .. 10 40.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 11 44.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -12 48.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 .. 13 52.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 14 56.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -15 60.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 .. 16 64.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 17 68.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -18 72.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 .. 19 76.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 20 80.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -21 84.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 4.4 .. -Page 5 of 7 -- --User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 08:41 :34 -Scenario: Parcel-2 • lntv Time Inflow A 8 C Outflow Storage Elev -(min) (cfs) (cfs) (cfs) (cfs) (cfs) (cu ft) (ft) -22 88.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -23 92.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -24 96.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 25 100.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -26 104.oo ·o.oo 0.00 0.00 0.00 0.00 0.00 68.00 -27 108.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 28 112.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -29 116.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -30 120.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 31 124.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -32 128.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -33 132.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 34 136.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -35 140.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -36 144.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 37 148.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -38 152.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -39 156.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 40 160.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 .. 41 164.00 0.00 0.00 0.00 0.00 0.00 0.00 68.00 -42 168.00 0.02 0.02 0.00 1.33 0.00 2.67 69.01 43 172.00 0.07 0.09 1.33 6.67 0.00 13.33 69.04 -0.17 6.67 0.00 33.33 69.11 44 176.00 0.10 16.67 -45 180.00 0.10 0.20 16.67 28.67 0.00 57.33 69.18 -46 184.00 0.10 0.20 28.67 40.67 0.00 81.33 69.26 47 188.00 0.10 0.20 40.67 52.67 0.00 105.33 69.33 -48 192.00 0.10 0.20 52.67 64.67 0.00 129.33 69.41 -49 196.00 0.10 0.20 64.67 76.67 0.00 153.33 69.49 50 200.00 0.10 0.20 76.67 88.67 0.00 177.33 69.53 -51 204.00 0.10 0.20 88.67 100.67 0.00 201.33 69.56 -52 208.00 0.10 0.20 100.67 112.67 0.00 225.33 69.59 53 212.00 0.10 0.20 112.67 124.67 0.00 249.33 69.62 -54 216.00 0.10 0.20 124.67 136.67 0.00 273.33 69.65 -55 220.00 0.10 0.20 136.67 148.67 0.00 297.33 69.68 56 224.00 0.10 0.20 148.67 160.67 0.00 321.33 69.71 -57 228.00 0.10 0.20 160.67 172.67 0.00 345.33 69.74 -58 232.00 0.10 0.20 172.67 184.67 0.00 369.33 69.77 59 236.00 0.10 0.20 184.67 196.67 0.00 393.33 69.80 -60 240.00 0.13 0.23 196.67 210.67 0.00 421.33 69.84 -61 244.00 0.18 0.31 210.67 229.33 0.00 458.67 69.88 -62 248.00 0.20 0.38 229.33 252.00 0.00 504.00 69.94 63 252.00 0.20 0.40 252.00 276.00 0.00 552.00 70.00 4~ --Page 6 of 7 -- --User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 08:41 :34 -Scenario: Parcel-2 -lntv Time Inflow A B C Outflow Storage Elev -(min) (cfs) (cfs) (cfs) (cfs) (cfs) (cu ft) (fl) -64 256.00 0.20 0.40 276.00 300.00 o:oo 600.00 70.05 -65 260.00 0.20 0.40 300.00 324.00 0.00 648.00 70.09 -66 264.00 0.26 0.46 324.00 351.73 0.00 703.47 70.14 67 268.00 0.51 0.77 351.73 398.13 0.00 796.27 70.23 -68 272.00 0.76 1.27 398.13 474.40 0.00 948.80 70.37 -69 276.00 0.47 1.23 474.40 547.50 0.01 1095.01 70.50 70 280.00 0.17 0.64 547.50 565.49 0.33 1131.63 70.53 -71 284.00 0.10 0.27 565.49 554.53 0.13 1109.33 70.51 -72 288.00 0.10 0.20 554.53 552.64 0.10 1105.49 70.51 73 292.00 0.10 0.20 552.64 552.68 0.10 1105.57 70.51 -74 296.00 0.10 0.20 552.68 552.68 0.10 1105.57 70.51 -75 300.00 0.10 0.20 552.68 552.68 0.10 1105.57 70.51 76 304.00 0.10 0.20 552.68 552.68 0.10 1105.57 70.51 -77 308.00 0.10 0.20 552.68 552.68 0.10 1105.57 70.51 -78 312.00 0.10 0.20 552.68 552.68 0.10 1105.57 70.51 79 316.00 0.06 0.16 552.68 551.40 0.08 1102.96 70.51 -80 320.00 0.01 0.07 551.40 548.86 0.03 1097.79 70.50 -81 324.00 0.00 0.01 548.86 547.31 0.00 1094.63 70.50 82 328.00 0.00 0.00 547.31 547.02 0.00 1094.03 70.50 -83 332.00 0.00 0.00 547.02 547.02 0.00 1094.03 70.50 -84 336.00 0.00 0.00 547.02 547.02 0.00 1094.03 70.50 85 340.00 0.00 0.00 547.02 547.02 0.00 1094.03 70.50 ... --------------t}b -Page 7 of 7 ------~---- ATIONAL METHOD HYDROGRAPH PROGRAM :OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY -\I DATE 8/18/2014 -.OROGRAPH FILE NAME Text1 IME OF CONCENTRATION 9 MIN . ..?UR RAINFALL 2.5 INCHES >IN AREA 0.38 ACRES ~OFF COEFFICIENT 0.45 i'EAK DISCHARGE 0.76 CFS ~E (MIN)= 0 IE (MIN)= 9 lfiE (MIN) = 18 "IME (MIN) = 27 WE (MIN)= 36 IE (MIN)= 45 ll1E(MIN) = 54 "IME (MIN) = 63 "IME (MIN) = 72 liaiE (MIN) = 81 ,J_E (MIN) = 90 tlME (MIN) = 99 rlME (MIN)= 108 lllr'IE (MIN) = 117 . ~E (MIN)= 126 fllllE (MIN)= 135 rlME (MIN)= 144 W.,,E (MIN) = 153 r ~E (MIN) = 162 ar'IE (MIN)= 171 flME (MIN)= 180 flME (MIN)= 189 •AE (MIN)= 198 _AE (MIN) = 207 ffl'.AE (MIN) = 216 TIME (MIN) = 225 ilAE (MIN) = 234 . v1E (MIN) = 243 ._,E (MIN) = 252 TIME (MIN) = 261 IJt,AE (MIN)= 270 -viE (MIN) = 279 :._~E (MIN) = 288 llME (MIN) = 297 TIME (MIN) = 306 a.1E (MIN)= 315 IAE (MIN) = 324 WI/IE (MIN) = 333 TIME (MIN) = 342 jgME (MIN) = 351 ME (MIN) = 360 .,J,AE (MIN) = 369 -------------- DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS)= 0.76 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 .l J J J J J J J J ~ --------.. --- HYDROGRAPH OF DETENTION SYSTEM PARCEL 3-HOOVER TPM (MS 14-08) ADD£NDUM LEGEND /"',.. lfl <+-u '-./ ~ 0 u_ Hydrogro_ph Tir1e vs Flow 1.2 r----,----,-------r---~----r---~-~ 1.0 1-------+---t------t---t------t---+--------l 0.0 ...._ _ ___.__ __ ........._ _ __.__.,_____,~----'---..L__-__J 0 1 3 4 5 6 8 9 Tir1e (hrs) - - - - -Inflow -Flood Dlscho.rge -Flood lRAYN BY• LIPSKA llAID 08-20-14 DVG. ti]., f,PPR[IV[J) BY• PRO.ET PARCEL 3 HOOVER TPM (MS 14-08/CDP 14-08) SHT, NNIE BASIN A @ 100 YEAR ST□RM DETENTI□N BASIN SHT, I'll. 1 f 0 1 -· '------------------------------+:la~----' -- -----• ---• -------• -.. -.. ------ --------- User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-3 RESERVOIR REPORT Date: 08-19-14 Time: 09:50:35 -------------------------------------------------------------------------------------------------------------------------------------------------- Reservoir Number: 1 Name: Parcel 3-Storage [RATING CURVE LIMIT] Minimum Elevation Maximum Elevation Elevation Increment = = = 81.50 (ft) 85.00 (ft) 0.50 (ft) [STAGE STORAGE INFORMATION] Storage Method: User-Defined Storage Input Method: Area No. Elevation (ft) Area (sq ft) Ave Area (sq ft) Volume (cu ft) Cumulative Volume (cu ft) -------------------------------------------------------------------------------------------------------------------------------------------------- 1 2 3 83.45 83.50 85.00 0.00 603.00 1602.90 0.00 301.50 1102.95 [DISCHARGE INFORMATION] Structure Number: 1 Type: Name: Parcel 3 Outlet 0.00 15.07 1654.43 [RESERVOIR STAGE STORAGE/DISCHARGE] Elevation (ft) Stage (ft) Area (sq ft) Storage (cu ft) 0.00 15.07 1669.50 Discharge (cfs) --------------------------------------------------------------------------------------------------------------------------------------------------81.50 82.00 82.50 83.00 83.50 84.00 84.50 85.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 Maximum Storage Maximum Discharge 0.00 0.00 0.00 0.00 603.00 936.30 1269.60 1602.90 = = 0.00 0.00 0.00 0.00 150.75 535.57 1087.05 1805.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.63 1805.17 (cu ft) 6.63 (cfs) 4~ Page 1 of 7 -----------• ---------.. .. .. .. ------------ User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-3 OUTLET STRUCTURE REPORT Date: 08-19-14 Time: 09:50:35 ==================-===-===--================-===--===-==============·==-= Structure Number : 1 Type : Stand Pipe Name : Parcel 3 Outlet [RATING CURVE LIMIT] Minimum Elevation Maximum Elevation Elevation Increment [STAND PIPE INFORMATION] = 81.50 (ft) = 85.00 (ft) = 0.50 (ft) -------------------------------------------------------------------------------------------------------------------------------------------------- [ORIFICE INFORMATION] Height Width Crest Length Effective Crest Length Orifice Coefficient Fractional Open Area [ORIFICE EQUATION] Q = Co*A((2gh)/k)A0.5 [DEFINITIONS] Co = Orifice Coefficient A = Wetted Area, (sq ft) [WEIR INFORMATION] Crest Elevation Weir Coefficient Exponential [WEIR EQUATION] Q = Cw * L * HAexp [DEFINITIONS] Cw = Weir Coefficient = = = = = = = 1.00 (fl) 1.00 (ft) 4.00 = 4.00 = 0.60 1.00 84.50 3.33 1.50 (ft) (ft) (ft) H = Headwater depth above inlet control section invert ft L = Crest length ft ~o Page 2 of 7 ----- User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-3 [CULVERT INFORMATION] Date: 08-19-14 Time: 09:50:35 -------------------------------------------------------------------------------------------------------------------------------------------------- Type : Circular Concrete -Square Edge with Headwall • [OUTLET STRUCTURE INFORMATION] • Diameter = 12.00 (in) -------------... ---------------- Invert Elevation = 81.50 (ft) OUTLET STRUCTURE REPORT -------------------------------------------------------------------------------------------------------------------------------------------------- Pipe Length Slope Manning's n Value Orifice Coefficient T ailwater Elevation Number of Barrels [UNSUBMERGED EQUATION] = 20.00 (ft) = 0.01 = 0.01 = 0.60 = 80.50 (ft) = 1 H/Diam = Hc/Diam+K*(Q/(A*DiamA0.5))AM-0.5*S Coefficient K = 0.01 Coefficient M = 2. 00 Q Maximum = 2.75 [SUBMERGED EQUATION] H/Diam = c*(Q/(A*DiamA0.5))A2+Y-0.5*S Coefficient c = 0.04 Coefficient Y = 0.67 Q Minimum = 3.14 [DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) Diam = Interior height of culvert barrel, (ft)· He = Specific head at critical depth (dc+VcA2/2g), (ft) Q = Discharge, ( cfs) A = Full cross sectional area of culvert barrel, (sq ft) S = Culvert barrel slope, (ft/ft) Page 3 of 7 -----------------------... -----.. -------- User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-3 [STAND PIPE STAGE VS. DISCHARGE] Date: 08-19-14 Time: 09:50:35 -------------------------------------------------------------------------------------------------------------------------------------------------- Elev. Stage Weirs Orifices Stand Pipe Culvert Total (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) -------------------------------------------------------------------------------------------------------------------------------------------------- 81.50 0.00 0.00 0.00 0.00 0.00 0.00 82.00 0.50 0.00 0.00 0.00 0.00 0.00 82.50 1.00 0.00 0.00 0.00 2.27 0.00 83.00 1.50 0.00 0.00 0.00 3.60 0.00 83.50 2.00 0.00 0.00 0.00 4.55 0.00 84.00 2.50 0.00 0.00 0.00 5.33 0.00 84.50 3.00 0.00 0.00 0.00 6.02 0.00 85.00 3.50 0.00 0.00 56.51 6.63 6.63 FLOOD HYDROGRAPH REPORT -------------------------------------------------------------------------------------------------------------------------------------------------- Hydrograph Number: 2 Name: Parcel-3-OutFlow Type: Reservoir: Storage Indication [HYDROGRAPH INFORMATION] Peak Flow (Qp) Time to Peak (T p) Time of Base (Tb) Volume Time Step Peak Elevation Detention Time = 0.33 (cfs) = 280.00 (min) = 324.00 (min) = 0.01 (ac-ft) = 4.00 (min) = 84.53 (ft) = -N,Ar,-D .c,9 J,h,_ [RESERVOIR STRUCTURE INFORMATION] Number = 1 Name = Parcel 3-Storage Storage Type = User-Defined Area Maximum Storage = 1805.17 (cu ft) Maximum Discharge = 6.63 (cfs) [INFLOW HYDROGRAPH INFORMATION] Number = 1 Name = Parcel-3-lnflow Peak Flow (Qp) = 0.76 (cfs) Time to Peak {Tp) = 252.00 (min) Time of Base (Tb) = 369.00 (min) Volume = 0.03 (ac-ft) Flow Multiplier = 1.00 !:,~·-- Page 4 of 7 --User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 09:50:35 -Scenario: Parcel-3 -[EQUATION] -0.5(I1+I2)dt + S1-0.5(O2)dt -Where: -11 = Previous Inflow -12 = Current Inflow dt = Time increment -S 1 = Previous Storage -S2 = Current Storage 01 = Previous Outflow -02 = Current Outflow -A= 0.5 (11+12) dt -B = S 1 -0. 5 ( 01) dt -C = S2 + 0.5 (02) dt -FLOOD HYDROGRAPH REPORT ----------------------------------------------------------------------------------------------------------------------------------------------------Computation of Reservoir Outflow Table of Storage Indication Method [The time interval is 4.00 min] -lntv Time Inflow A B C Outflow Storage Elev -(min) (cfs) (cfs) (cfs) (cfs) (cfs) (cu ft) (ft) --1 4.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 2 8.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -3 12.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -4 16.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 5 20.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -6 24.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -7 28.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 8 32.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -9 36.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -10 40.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 11 44.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -12 48.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -13 52.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 14 56.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -15 60.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -16 64.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 17 68.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -18 72.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -19 76.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 20 80.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -21 84.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 ~j --Page 5 of 7 -- .. ~, _,,,__ ·--•~·., --User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 09:50:35 -Scenario: Parcel-3 -lntv Time Inflow A B C Outflow Storage Elev -(min) (cfs) (cfs) (cfs) (cfs) (cfs) (cu ft) (ft) -22 88.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -23 92.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -24 96.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 25 100.00 0.00 . 0.00 0.00 0.00 0.00 0.00 81.50 -26 104.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -27 108.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 28 112.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -29 116.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -30 120.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 31 124.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -32 128.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -33 132.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 34 136.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -35 140.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -36 144.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 37 148.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -38 152.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -39 156.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 40 160.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -41 164.00 0.00 0.00 0.00 0.00 0.00 0.00 81.50 -42 168.00 0.02 0.02 0.00 1.33 0.00 2.67 83.01 43 172.00 0.07 0.09 1.33 6.67 0.00 13.33 83.04 -44 176.00 0.10 0.17 6.67 16.67 0.00 33.33 83.11 -45 180.00 0.10 0.20 16.67 28.67 0.00 57.33 83.19 -46 184.00 0.10 0.20 28.67 40.67 0.00 81.33 83.27 47 188.00 0.10 0.20 40.67 52.67 0.00 105.33 83.35 -48 192.00 0.10 0.20 52.67 64.67 0.00 129.33 83.43 -49 196.00 0.10 0.20 64.67 76.67 0.00 153.33 83.50 50 200.00 0.10 0.20 76.67 88.67 0.00 177.33 83.53 -51 204.00 0.10 0.20 88.67 100.67 0.00 201.33 83.57 -52 208.00 0.10 0.20 100.67 112.67 0.00 225.33 83.60 53 212.00 0.10 0.20 112.67 124.67 0.00 249.33 83.63 -54 216.00 0.10 0.20 124.67 136.67 0.00 273.33 83.66 -55 220.00 0.10 0.20 136.67 148.67 0.00 297.33 83.69 56 224.00 0.10 0.20 148.67 160.67 0.00 321.33 83.72 -57 228.00 0.10 0.20 160.67 172.67 0.00 345.33 83.75 -58 232.00 0.10 0.20 172.67 184.67 0.00 369.33 83.78 59 236.00 0.10 0.20 184.67 196.67 0.00 393.33 83.82 -60 240.00 0.13 0.23 196.67 210.67 0.00 421.33 83.85 -61 244.00 0.18 0.31 210.67 229.33 0.00 458.67 83.90 62 248.00 0.20 0.38 229.33 252.00 0.00 504.00 83.96 -63 252.00 0.20 0.40 252.00 276.00 0.00 552.00 84.01 -' .-~ ~·-4--Page 6 of 7 -- ,~ .... -----~,," .. ·-·· -· -· --User Name: Gary Lipska Date: 08-19-14 Project: HooverAdamsGrading Time: 09:50:35 -Scenario: Parcel-3 -lntv Time Inflow A B C Outflow Storage Elev .. (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cu ft) (ft) -64 256.00 0.20 0.40 276.00 300.00 0.00 600.00 84.06 -65 260.00 0.20 0.40 300.00 324.00 0.00 648.00 84.10 -66 264.00 0.26 0.46 324.00 351.73 0.00 703.47 84.15 67 268.00 0.51 0.77 351.73 398.13 0.00 796.27 84.24 -68 272.00 0.76 1.27 398.13 474.40 0.00 948.80 84.37 -69 276.00 0.47 1.23 474.40 545.61 0.04 1091.30 84.50 70 280.00 0.17 0.64 545.61 561.30 0.33 1123.27 84.53 -71 284.00 0.10 0.27 561.30 550.25 0.13 1100.76 84.51 • 72 288.00 0.10 0.20 550.25 548.77 0.10 1097.74 84.51 73 292.00 0.10 0.20 548.77 548.85 0.10 1097.89 84.51 • 74 296.00 0.10 0.20 548.85 548.84 0.10 1097.88 84.51 • 75 300.00 0.10 0.20 548.84 548.84 0.10 1097.88 84.51 76 304.00 0.10 0.20 548.84 548.84 0.10 1097.88 84.51 -77 308.00 0.10 0.20 548.84 548.84 0.10 1097.88 84.51 -78 312.00 0.10 0.20 548.84 548.84 0.10 1097.88 84.51 79 316.00 0.06 0.16 548.84 547.60 0.08 1095.35 84.51 -80 320.00 0.01 0.07 547.60 545.18 0.03 1090.42 84.50 -81 324.00 0.00 0.01 545.18 543.75 0.00 1087.51 84.50 82 328.00 0.00 0.00 543.75 543.50 0.00 1087.00 84.50 -83 332.00 0.00 0.00 543.50 543.50 0.00 1087.00 84.50 -84 336.00 0.00 0.00 543.50 543.50 0.00 1087.00 84.50 85 340.00 0.00 0.00 543.50 543.50 0.00 1087.00 84.50 -.. ---------.. ---~~,· .. Page 7 of 7 -- ~·~ .. ·~--~ ~ ATIONAL METHOD HYUKUl::it<At-'H t-'KUuKAM OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY -~ DATE 8/18/2014 alROGRAPH FILE NAME Text1 IME OF CONCENTRATION 8 MIN. ii.?UR RAINFALL 2.5 INCHES ,IN AREA 0.82 ACRES •\IOFF COEFFICIENT 0.45 E:AK DISCHARGE 1.8 CFS •E(MIN)= 0 E (MIN)= 8 M!E (MIN)= 16 IME (MIN) = 24 il,UE (MIN)= 32 7E (MIN)= 40 a!E (MIN) = 48 IME (MIN) = 56 'IME (MIN) = 64 ~E(MIN) = 72 ,,J_E (MIN) = 80 llVIE (MIN) = 88 'IME (MIN) = 96 ifl1E (MIN)= 104 IE (MIN)= 112 •E (MIN)= 120 "IME (MIN)= 128 ;w!E (MIN)= 136 -.E (MIN) = 144 -1E (MIN)= 152 @E (MIN)= 160 rlME (MIN) = 168 _,E (MIN)= 176 AE (MIN)= 184 "'9JIE (MIN)= 192 flME (MIN) = 200 ii/IE (MIN) = 208 AE (MIN)= 216 a,'IE (MIN) = 224 flME (MIN) = 232 flME (MIN) = 240 -.,E (MIN) = 248 .JIE (MIN) = 256 fflJIE (MIN) = 264 TIME (MIN) = 272 ilAE (MIN) = 280 VIE (MIN) = 288 -.iiE (MIN) = 296 TIME (MIN) = 304 IIME (MIN)= 312 '-ME (MIN) = 320 ~E (MIN)= 328 TIME (MIN) = 336 TIME (MIN) = 344 allME (MIN) = 352 ME (MIN) = 360 ..,,,,E (MIN) = 368 ---.. -------- DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.4 DISCHARGE (CFS) = 0.5 DISCHARGE (CFS) = 1.8 DISCHARGE (CFS) = 0.3 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0 l l ] J J J J J -----... -------------- HYDROGRAPH OF DETENTION SYSTEM PARCEL 4-HOOVER TPM <MS 14-08) ADDENDUM II A II Hydrogro_ph TiMe vs Flow 2.5 /'""'- lfl 2.0 ~ u RAPH '-/ 1.5 ~ I 0 I __,./ 1.0 LL I ,---0.0 '------'---..1..--...1--l--____!__-~..__ _ __L._ _ ___J 0 1 3 4 5 6 TiMe (hrs) L£G£ND - - - - -Inflow -Flood Discho.rge -Flood DRAVN BY• LIPSKA JIAT[, 08-20-14 DYG. tlJ,I APPROVED BY• PRO.ET PARCEL 4 HOOVER TPM <MS 14-08/CDP 14-08) SHT, NAIE BASIN A @ 100 YEAR STORM DETENTION BASIN 8 9 SHT, tl1 -----------• -• --------- .. .. ------------ User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-4 RESERVOIR REPORT Date: 08-19-14 Time: 10:57:28 -------------------------------------------------------------------------------------------------------------------------------------- Reservoir Number: 1 Name: Parcel-4-Storage [RATING CURVE LIMIT] Minimum Elevation Maximum Elevation Elevation Increment = = = 70.00 (ft) 73.00 (ft) 0.50 (ft) [STAGE STORAGE INFORMATION] Storage Method: User-Defined Storage Input Method: Area No. Elevation (ft) Area (sq ft) Ave Area (sq ft) Volume (cu ft) Cumulative Volume (cu ft) -------------------------------------------------------------------------------------------------------------------------------------------------- 1 2 3 71.45 71.50 73.00 0.00 782.80 1783.60 0.00 391.40 1283.20 [DISCHARGE INFORMATION] Structure Number: 1 Type: Name: Parcel-4-Outlet 0.00 19.57 1924.80 [RESERVOIR STAGE STORAGE/DISCHARGE] Elevation (ft) Stage (ft) Area (sq ft) Storage (cu ft) 0.00 19.57 1944.37 Discharge (cfs) -------------------------------------------------------------------------------------------------------------------------------------------------- 70.00 0.00 0.00 0.00 0.00 70.50 0.50 0.00 0.00 0.00 71.00 1.00 0.00 0.00 0.00 71.50 1.50 782.80 195.70 0.00 72.00 2.00 1116.40 670.50 0.00 72.50 2.50 1450.00 1312.10 0.00 73.00 3.00 1783.60 2120.50 3.40 Maximum Storage = 2120.50 (cu ft) Maximum Discharge = 3.40 (cfs) ~i Page 1 of 7 ----------- User Name: Gary Project: HooverAdamsGrading Scenario: Parcel-4 Date: 08-19-14 Time: 10:57:40 Page: 1 OUTLET STRUCTURE REPORT -------------------------------------------------------------------------------------------------------------------------------------------------- Structure Number : 1 Type : Stand Pipe Name : Parcel-4-OutLet [RATING CURVE LIMIT] Minimum Elevation Maximum Elevation Elevation Increment = 70.00 (ft) = 73.00 (ft) = 0.50 (fl) • [STAND PIPE INFORMATION] -------• ------------------ -------------------------------------------------------------------------------------------------------------------------------------------------- [ORIFICE INFORMATION] Height Width Crest Length Effective Crest Length Orifice Coefficient Fractional Open Area [ORIFICE EQUATION] Q = Co*A((2gh)/k)A0.5 [DEFINITIONS] Co = Orifice Coefficient A = Wetted Area, (sq ft) [WEIR INFORMATION] Crest Elevation Weir Coefficient Exponential [WEIR ~QUATION] Q = Cw * L * H"exp [DEFINITIONS] Cw = Weir Coefficient = = = = = = = 1.00 (ft) 1.00 (ft) 4.00 = 4.00 0.60 = 1.00 72.50 3.33 1.50 (fl) (ft) (ft) H = Headwater depth above inlet control section invert ft L = Crest lenght ft SC, Page 2 of 7 ---- [11111 -.. ---.. -... ... .. ... -... -------------------- User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-4 [CULVERT INFORMATION] Date: 08-19-14 . Time: 10:57:28 -------------------------------------------------------------------------------------------------------------------------------------------------- Type : Circular Concrete -Square Edge with Headwall [OUTLET STRUCTURE INFORMATION] Diameter = 12.00 (in) Invert Elevation = 70.00 (ft) OUTLET STRUCTURE REPORT -------------------------------------------------------------------------------------------------------------------------------------------------- Pipe Length = 20.00 (ft) Slope = 0.01 Manning's n Value = 0.01 Orifice Coefficient = 0.60 T ailwater Elevation = 69.00 (ft) Number of Barrels = 1 [UNSUBMERGED EQUATION] H/Diam = Hc/Diam+K*(Q/(A*DiamA0.5))AM-0.5*S Coefficient K = 0.01 Coefficient M = 2.00 Q Maximum = 2. 75 [SUBMERGED EQUATION] H/Diam = c*(Q/(A*DiamA0.5))A2+Y-0.5*S Coefficient c = 0.04 Coefficient Y = 0.67 Q Minimum = 3.14 [DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) Diam = Interior height of culvert barrel, (ft) He = Specific head at critical depth (dc+VcA2/2g), (ft) Q = Discharge, (cfs) A = Full cross sectional area of culvert barrel, (sq ft) S = Culvert barrel slope, (ft/ft) bO Page 3 of 7 ------.. ----.. .. --- .. -----.. .. ---... -------- User Name: Gary Lipska Project: HooverAdamsGrading Scenario: Parcel-4 FLOOD HYDROGRAPH REPORT Date: 08-19-14 Time: 10:57:28 -------------------------------------------------------------------------------------------------------------------------------------------------- Hydrograph Number: 2 Name: Parcel-4-OutPut Type: Reservoir: Storage Indication [HYDROGRAPH INFORMATION] Peak Flow (Qp) Time to Peak (Tp) = 1.36 (cfs) -252.00 (min) Time of Base (Tb) Volume = 420.00 (min) = 0.05 (ac-ft) Time Step = 4.00 (min) Peak Elevation = 72.70 (ft) Detention Time = NA [RESERVOIR STRUCTURE INFORMATION] Number = 1 Name = Parcel-4-Storage Storage Type = User-Defined Area Maximum Storage = 2120.50 (cu ft) Maximum Discharge = 3.40 (cfs) [INFLOW HYDROGRAPH INFORMATION] Number = 1 Name = Parcel-4-lnput Peak Flow (Qp) = 1.80 (cfs) Time to Peak (Tp} = 248.00 (min) Time of Base (Tb) = 368.00 (min) Volume = 0.08 (ac-ft) Flow Multiplier = 1.00 [EQUATION] 0.5(I1+I2)dt + S1-0.5(O2)dt Where: 11 = Previous Inflow 12 = Current Inflow dt = Time increment S 1 = Previous Storage S2 = Current Storage 01 = Previous Outflow 02 = Current Outflow A= 0.5 (11+12) dt B = S1 -0.5 (01) dt C = S2 + 0.5 (02) dt b/ Page 4 of 7 . 'T---~··~ --·-· -User Name: Gary Lipska Date: 08-19-14 -Project: HooverAdamsGrading Time: 10:57:28 Scenario: Parcel-4 --FLOOD HYDROGRAPH REPORT ---------------------------------------------------------------------------------------------------------------------------------------------------Computation of Reservoir Outflow Table of Storage Indication Method -[The time interval is 4.00 min] -lntv Time Inflow A s· C Outflow Storage Elev -(min) (cfs) (cfs) (cfs) (cfs) (cfs) (cu ft) (ft) -1 4.00 0.05 0.05 0.00 3.00 0.00 6.00 71.02 -2 8.00 0.10 0.15 3.00 12.00 0.00 24.00 71.06 -3 12.00 0.10 0.20 12.00 24.00 0.00 48.00 71.12 4 16.00 0.10 0.20 24.00 36.00 0.00 72.00 71.18 -5 20.00 0.10 0.20 36.00 48.00 0.00 96.00 71.25 -6 24.00 0.10 0.20 48.00 60.00 0.00 120.00 71.31 7 28.00 0.10 0.20 60.00 72.00 0.00 144.00 71.37 ... 32.00 72.00 84.00 0.00 168.00 71.43 8 0.10 0.20 -9 36.00 0.10 0.20 84.00' 96.00 0.00 192.00 71.49 -10 40.00 0.10 0.20 96.00 108.00 0.00 216.00 71.52 11 44.00 0.10 0.20 108.00 120.00 0.00 240.00 71.55 -12 48.00 0.10 0.20 120.00 132.00 0.00 264.00 71.57 -13 52.00 0.10 0.20 132.00 144.00 0.00 288.00 71.60 14 56.00 0.10 0.20 144.00 156.00 0.00 312.00 71.62 -15 60.00 0.10 0.20 156.00 168.00 0.00 336.00 71.65 -16 64.00 0.10 0.20 168.00 180.00 0.00 360.00 71.67 17 68.00 0.10 0.20 180.00 192.00 0.00 384.00 71.70 -18 72.00 0.10 0.20 192.00 204.00 0.00 408.00 71.72 -19 76.00 0.10 0.20 204.00 216.00 0.00 432.00 71.75 20 80.00 0.10 0.20 216.00 228.00 0.00 456.00 71.77 -21 84.00 0.10 0.20 228.00 240.00 0.00 480.00 71.80 -22 88.00 0.10 0.20 240.00 252.00 0.00 504.00 71.82 23 92.00 0.10 0.20 252.00 264.00 0.00 528.00 71.85 -24 96.00 0.10 0.20 264.00 276.00 0.00 552.00 71.88 ... 25 100.00 0.10 0.20 276.00 288.00 0.00 576.00 71.90 26 104.00 0.10 0.20 288.00 300.00 0.00 600.00 71.93 -27 108.00 0.10 0.20 300.00 312.00 0.00 624.00 71.95 -28 112.00 0.10 0.20 312.00 324.00 0.00 648.00 71.98 29 116.00 0.10 0.20 324.00 336.00 0.00 672.00 72.00 -30 120.00 0.10 0.20 336.00 348.00 0.00 696.00 72.02 .. 31 124.00 0.10 0.20 348.00 360.00 0.00 720.00 72.04 32 128.00 0.10 0.20 360.00 372.00 0.00 744.00 72.06 -33 132.00 0.10 0.20 372.00 384.00 0.00 768.00 72.08 -34 136.00 0.10 0.20 384.00 396.00 0.00 792.00 72.09 35 140.00 0.10 0.20 396.00 408.00 0.00 816.00 72.11 -36 144.00 0.10 0.20 408.00 420.00 0.00 840.00 72.13 -37 148.00 0.10 0.20 420.00 432.00 0.00 864.00 72.15 38 152.00 0.10 0.20 432.00 444.00 0.00 888.00 72.17 b~ --Page 5 of 7 -- .. ___ ....,,,~. ·--· -User Name: Gary Lipska Date: 08-19-14 -Project: HooverAdamsGrading Time: 10:57:28 -Scenario: Parcel-4 -lntv Time Inflow A B C Outflow Storage Elev -(min) (cfs) (cfs) (cfs) (cfs) (cfs) (cu ft) (ft) -39 156.00 0.10 0.20 444.00 456.00 0.00 912.00 72.19 -40 160.00 0.10 0.20 456.00 468.00 0.00 936.00 72.21 41 164.00 0.10 0.20 468.00 480.00 0.00 960.00 72.23 ... 42 168.00 0.10 0.20 480.00 492.00 0.00 984.00 72.24 -43 172.00 0.10 0.20 492.00 504.00 0.00 1008.00 72.26 44 176.00 0.10 0.20 504.00 516.00 0.00 1032.00 72.28 -45 180.00 0.10 0.20 516.00 528.00 0.00 1056.00 72.30 -46 184.00 0.10 0.20 528.00 540.00 0.00 1080.00 72.32 47 188.00 0.10 0.20 540.00 552.00 0.00 1104.00 72.34 -48 192.00 0.10 0.20 552.00 564.00 0.00 1128.00 72.36 ... 49 196.00 0.15 0.25 564.00 579.00 0.00 1158.00 72.38 .... 50 200.00 0.20 0.35 579.00 600.00 0.00 1200.00 72.41 51 204.00 0.20 0.40 600.00 624.00 0.00 1248.00 72.45 -52 208.00 0.20 0.40 624.00 648.00 0.00 1296.00 72.49 -53 212.00 0.20 0.40 648.00 666.56 0.09 1333.29 72.51 54 216.00 0.20 0.40 666.56 675.31 0.16 1350.96 72.52 -55 220.00 0.20 0.40 675.31 678.19 0.19 1356.76 72.53 -56 224.00 0.20 0.40 678.19 679.14 0.20 1358.67 72.53 57 228.00 0.30 0.50 679.14 683.40 0.23 1367.27 72.53 -58 232.00 0.40 0.70 683.40 692.71 0.31 1386.04 72.55 -59 236.00 0.45 0.85 692.71 701.70 0.39 1404.17 72.56 60 240.00 0.50 0.95 701.70 708.61 0.45 1418.10 72.57 -61 244.00 1.15 1.65 708.61 738.55 0.70 1478.49 72.60 -62 248.00 1.80 2.95 738.55 799.77 1.22 1601.98 72.68 63 252.00 1.05 2.85 799.77 815.95 1.36 1634.61 72.70 -64 256.00 0.30 1.35 815.95 761.97 0.90 1525.75 72.63 -65 260.00 0.25 0.55 761.97 712.61 0.48 1426.18 72.57 66 264.00 0.20 0.45 712.61 692.43 0.31 1385.48 72.55 -67 268.00 0.15 0.35 692.43 681.84 0.22 1364.12 72.53 -68 272.00 0.10 0.25 681.84 674.41 0.16 1349.13 72.52 69 276.00 0.10 0.20 674.41 669.99 0.12 1340.22 72.52 -70 280.00 0.10 0.20 669.99 668.54 0.11 1337.29 72.52 -71 284.00 0.10 0.20 668.54 668.06 0.10 1336.32 72.51 72 288.00 0.10 0.20 668.06 667.90 0.10 1336.01 72.51 -73 292.00 0.10 0.20 667.90 667.85 0.10 1335.90 72.51 -74 296.00 0.10 0.20 667.85 667.83 0.10 1335.87 72.51 75 300.00 0.10 0.20 667.83 667.83 0.10 1335.86 72.51 -76 304.00 0.10 0.20 667.83 667.83 0.10 1335.86 72.51 -77 308.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 78 312.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 -79 316.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 -80 320.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 81 324.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 b~ --Page 6 of 7 -- . . ~~,•-·----~,, ' . -User Name: Gary Lipska Date: 08-19-14 -Project: HooverAdamsGrading Time: 10:57:28 Scenario: Parcel-4 --lntv Time Inflow A B C Outflow Storage Elev (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cu ft) {ft) - 82 328.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 83 332.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 -84 336.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 -85 340.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 86 344.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 -87 348.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 -88 352.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 89 356.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 90 360.00 0.10 0.20 667.83 667.83 0.10 1335.85 72.51 .. 91 364.00 0.05 0.15 667.83 665.85 0.08 1331.87 72.51 .. 92 368.00 0.00 0.05 665.85 661.25 0.04 1322.58 72.51 93 372.00 0.00 0.00 661.25 657.76 0.01 1315.55 72.50 94 376.00 0.00 0.00 657.76 656.61 0.00 1313.23 72.50 -95 380.00 0.00 0.00 656.61 656.23 0.00 1312.47 72.50 96 384.00 0.00 0.00 656.23 656.11 0.00 1312.22 72.50 .. 97 388.00 0.00 0.00 656.11 656.07 0.00 1312.14 72.50 .. 98 392.00 0.00 0.00 656.07 656.06 0.00 1312.11 72.50 99 396.00 0.00 0.00 656.06 656.05 0.00 1312.10 72.50 ... 100 400.00 0.00 0.00 656.05 656.05 0.00 1312.10 72.50 ------------------Page 7 of 7 -- ~ ~ ~ ., "' -~ ~~~~ii CIVIL ENGINEERING * LAND PLANNING i .ID,mterra Engineering Inc. g ~~ 1843 Campesino Place ~ Oceanside, CA 92054 A, ~ Tele: (760) 439-2802 ~-Fax: (760) 439-2866 -----'1-- GARY j/IPSKA MINOR SUBDIVISION MS-14-05 COASTAL DEVELOPMENT PERMIT CDP 14-08 HOOVER STREET MINOR SUBDIVISION \\~ ,D I ~ m -/-ill r ~~ 0 (.,-J (D ---' (X) _ _, 0 I I I cr, I cr, _,_ <.O' I~ -/-- , I fAR~ L • I ----~ ' 0 -----j I I 175 'i:l, -/-l 2 cr, p "" ---' -,_ ·w 0 MAP I ""'I cr, -/-I r I I m I m <.a -/- (0 0 - ' 0 -----j (D ----GEN RUNE OF 3' WID • 1' D EP BR W DITCH ill 0 ~ CA -/-w ( ~-f-~u- j <.a w I I 11 l I 4 0 ~ \ \ . X ~ l -0 -/----' '-'"' I. l- X < 3 ----/-. _,_,~-',, '.°'c, :., -a m -,_ s---\ 1-- ~v.'< l/1> "'~ ~ "' --z ... No. 23080 f;J DATE~/20/14 _ C/V\\. RCE 23080 EXPIRES 12/31/15 or c~1.1 HOOVER STREET ONSITE DRAINAGE MAP PRE-DEVELOPMENT CONDITION ---------~---- 30 30 ~~liiiii"""~iiiiiiiiiiiiiiiiiiiiiiiiilFEET 0 ! I REVISION ....... VICINITY MAP NO SCALE 1---------60.0'--------- 1----30.0' ---------30.0' ---- SHOULDER 5.0' 3.0' 5.0' SHOULDER 5.o' 3.0' 5.0' l----+--17.0' --ic--17.0' ---1--1 2ll - ~ s.o· BIKE LANE (PER 12.0' 12.0' lRAFAC -ii-lRAFAC LANE LANE 2ll 2ll -- [i SECTION A-A DWG-331-5-SHEET NO SCALE BENCHMARK 5.0' BIKE LANE 2) 2ll - Description: FOUND 2.5" BRASS DISC IN CONCRETE MARKED CLSB-118, LS 6215, CITY OF CARLSBAD, SURVEY CONTROL STATION. Location: TOP OF SLOPE ON SOUTIH SIDE OF ADAMS STREET OPPOSITIE OF HIGHLAND DRIVE. Record: Elevation: RECORD OF SURVEY NO 17271. CITY OF CARLSBAD CONTROL SURVEY. 90.844 NAVD88 CONTOUR INTERVAL: 2 FOOT DATE BY MINOR SUBDIVISION MS-14- COASTAL DEVELOPMENT PERMIT CDP 14- SHEET 1 HQQVER STREET PARCEL OF 1 CITY OF CARLSBAD, CALIFORNIA .,,. ~ '-0 cu '-ro w J-<r A J-D ..J 0.. ~~~ CNIL ENGINEERING * LAND PLANNING ! .jfQllDJterra Engineering Inc. g ~~ 1843 Campesino Place o ~~Oceanside, CA 92054 u: • Tele: (760) 439-2802 ~ I i Fax: (760) 439-2866 MINOR SUBDIVISION MS-14-05 COASTAL DEVELOPMENT PERMIT CDP 14-08 HOOVER STREET MINOR SUBDIVISION I\ u g~ ~"'''''"'''' GARY )1PSKA RCE 23080 EXPIRES 12/31/15 I I lJl 0 I I '-" -,. -/- i,.V-'< L lo No. 23080 C/V\\. 0' CITY OF CARLSBAD, CALIFORNIA \ AR~ 5' WIDE AS H0WNOM 0' D GS -/-CJ' 00 0' "' -/-"° 't.-/- CT> Oo '-" _,,,. -/-CT', 0 Q 0 ~ I\ CD ' 0 ---j HOOVER STREET ONSITE DRAINAGE MAP POST CONSTRUCTION CONDITION 75 c5 -- l,_ MAP AL EL PE, F. ~"' ~ -H l,_ ru GS - ¼a -"' ~ "d ~ \.,<'- ~ .-,__'r.:-c,C'i' 30 0 30 iiiiiiiiiiiiiiiiiiiiiiiiiiiilFEET "' ' 0 ---j VICINITY MAP NO SCALE o I BENCHMARK ) I Description: FOUND 2.5" BRASS DISC IN CONCRETE MARKED CLSB-118, LS 6215, CITY OF CARLSBAD, SURVEY CONTROL STATION_ REVISION Location: TOP OF SLOPE ON SOUTH SIDE OF ADAMS STREET OPPOSITE OF HIGHLAND DRIVE. Record: RECORD OF SURVEY NO. 17271. CITY OF CARLSBAD CONTROL SURVEY. Elevation: 90.844 NAVD88 CONTOUR INTERVAL: 2 FOOT DATE BY MINOR SUBDIVISION MS-14- COASTAL DEVELOPMENT PERMIT CDP 14- HQQVER STREET PARCEL SHEET 1 OF 1 CITY OF CARLSBAD, CALIFORNIA _,,-L_ _______________________________ ....:::::~~:::::::.... ____ _;___ __________________________________________________ _L ____________ _:_ __________ J_ __ .....J ---------------------------- " -'-. 0 ru '-. --w I-<r ,::, I- □ __J 0.. ~.,...--... -'" ..... -.... --' _ _.,. , ·. '• •,' z 0 -1--C z 0 CJ 1-z w ::al:: 0. 0. <( 0 ::al:: .J w w (!) ~ <(' CZ I -w <( 0:: 0:: 0. C ··•·=-·· .. ·· .. •.· ·,:_._, " . :· 'ft ·, ~-: . . ·.'' •· ·■-,.,, .. 2 -" ~-I l .(-' '" I'.: .. ~ I • ,:::1i I ,-,.' ~:t:ti4J/ "-~.:> < ~ .. 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