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Home My WebLink AboutCT 2017-0004; SIX ON MADISON; HYDROLOGY AND STORM WATER MANAGEMENT REPORT; 2018-11-01fC-i-1 Nr-7 q ?) \7 No~~ CITY OF Carlsbad ENGINEERING DIVISION HYDROLOGY AND STORM WATER MANAGEMENT REPORT FOR SIX ON MADISON CONDOMINIUMS 3095 MADISON ST. ENGINEER OF WORK Li_£-J-- VINCENT L. SAMPO -RCE 44173 Six on Madison RECORDipt ~ iJI l°\ Initial ate PREPARED BY: SAMPO ENGINEERING, INC. 171 SAXONY ROAD, SUITE 213 ENCINITAS, CA 92024 (760) 436-0660 Standard Development Project 1 No.«r,s o~c ~ 7 2 -· Sampo Engineering, Inc. 11 /1/2018 Introduction: The subject property is approximately 0.16 gross acres and is located on the westerly side of Madison Street, at the northwest corner intersection of Oak A venue, in the City of Carlsbad. The property is currently a vacant lot. The subject property's storm water runoff sheet flows across the surface, there is a slight high point onsite where runoff flows predominately westerly, southerly and easterly to the curb and gutter in Madison and Oak. There is no existing public storm drain located onsite however there are two storm drain curb inlets located on both sides of Oak Ave approximately 75 ' westerly of the site. Flows generated onsite are tributary to the curb inlet box located on the northerly side of Oak. This project proposes to maintain the historical drainage pattern where runoff generated onsite flows offsite to the curb, gutter and alley of Oak Avenue, where it is ultimately collected by public storm drain westerly of the site. The owner proposes to construct a 6 unit condominium complex with an at grade 1st story parking garage (with 6 car lifts) commercial mixed use area, two flow through planters, concrete hardscape, landscaping and other associated improvements. The project anticipates an increase in runoff due to an increase in impervious surface area. Hydrology Summary: A hydrology study utilizing the Rational Method for the 100-year 6 hour storm event was performed for the ex isting and proposed conditions and the results are as follows. The existing condition is composed of 1 hydrologic basin that includes the entirety of the property. The drainage basin in the effected area has a tributary area of 0.19 AC with a runoff coefficient of C=0.25 and an anticipated flow for the 100-year storm of 0.25 CFS. The proposed drainage basin, over a smaller area due to the City requirement of dedication of 0.16 AC, produces a runoff coefficient of C=0.89 and an anticipated flow for the 100-year storm of 1.11 CFS. The total site impervious surface area is increased by 7,218 SF from the existing condition, thus an increase in flow is anticipated by 0.86 CFS. To mitigate the increased flow during the 100 year 6 hour storm event, the runoff will go from roof to downspouts down through ceiling-hung pipes and then to flow-through planters. The water will eventually flow from the planters through drain pipes to Oak Ave. Additionally, 2 Sump Pumps are proposed to capture any unanticipated water that may enter or land on garage floor surface. The pumps will pump the water up to the flow- through planters. Storm Water Quality Summary: The project has been determined to be a "Standard Development Project" using the City of Carlsbad Storm Water Standards Questionnaire (E-34) and is therefore exempt from priority project and hydromodification requirements. The development proposes to reduce the discharge of pollutants offsite by utilizing Source Control and Low Impact Development (LID) BMP's to the maximum extent practical. Trench drains and catch basins in the parking garage as well as downspouts from the roof will flow the water through ceiling-hung drain pipes that will drain into flow-through planters. Additionally, 2 sump pump structures that are located at the southeast and southwest comers in the parking garage area, will pump any unanticipated water that may enter or land on garage Six on Madison Standard Development Project 2 Sampo Engineering, Inc. 11/1/2018 floor surface to a pressure-to-gravity cleanout inside each flow-through planter. The raised flow-through planters will be utilized in the yard area to detain flow and treat roof runoff. The flow-through planters will be constructed with engineered soil for storm water treatment prior to discharge through two curb underdrains into Oak Ave. Any downspout or drain assembly that may carry runoff directly to the street will be constructed with Kristar Downspout Filters by Flogard for storm water treatment. Six on Madison Standard Development Project 3 Sampo Engineering, Inc. 11/1/2018 IMPERVIOUS AREA CALCULATIONS EXISTING Note: Areas from AutoCAD •• Impervious Areas per Layer: v-calc-impervious .. Pervious Areas per Layer: DESCRIPTION IMPERVIOUS (SF) DESCRIPTION PERVIOUS (SF) 8397.00 L 0.00 + !:: 8397.00 0% 100% PROPOSED •• Impervious Areas per Layer c-imperv ca/cs .. Pervious Areas per Layer: DESCRIPTION IMPERVIOUS (SF) DESCRIPTION PERVIOUS (SF) Building 6561 .00 landscape 1179.00 concrete sidewalk 657.00 7218.00 + 1179.00 86% 14% PROPOSED !::,, t,, IMPERVIOUS (SF) • 7218.00 t,, PERVIOUS (SF) • -7218.00 JN: 11-120 INITIALS: DB DATE: November 1, 2018 TOTAL (SF) 8397.00 100% TOTAL (SF) 8397.00 100% 171 Saxony Road, Suite 213 • Encinitas, CA 92024 • P: 760-436-0660 • F: 760-436-0659 • info@sampoengineering.com DRAINAGE STUDY CALCULATOR EXISTING SITE DESCRIPTION: Area = 8,397 SF 1-1 per County Hydrology Manual) Soil Type B, % Impervious <0% therefore Cp = c· Q = ~ = I c1 = E.2 = e 10 = E.100 = l2 = [ 10 = [ 100 = Q.1 = Q.J.!!. = Q.100 = (0.90)(% Impervious)+ (CP)(1 -% Impervious) 57 3 ( Watercourse Distance, FT) (Slope,%) 1.8(1 .1 -C)(D) 112 (S)"3 1. 2 ( 2-Year, 6-Hour lsopluvial) 1. 7 ( 10-Year, 6-Hour lsopluvial) 2.5 ( 100-Year, 6-Hour lsopluvial) 7.44 P,o Drc,-0&<s 7.44 P,oo Drc,·0645 C I A C I A C I A Per San Diego County Hydrology Manual 2003 0.25 (0.9)(0) + (0.25)(1) 1.8(1.1-0.35)(57)'1/2 (3)'1/3 7. 44(1 2)(7. 07)'(-0. 645) 7. 44(1. 7)(7.07)'(-0. 645) 7. 44(2. 5)(7.07)'(-0. 645) (0.25)(2.53 INIHR){0.19 AC) (0.25)(3 58 INIHR)(0. 19 AC) (0.25)(5.27 INIHR){0.19 AC) JN: 17-120 INITIALS: DB DATE: November 1, 2018 0.19 AC 0.25 7.07 MIN 2.53 IN/HR 3.58 IN/HR 5.27 IN/HR 0.12 CFS 0.17 CFS 0.25 CFS 171 Saxony Road, Suite 213 • Encinitas, CA 92024 • P: 760-436-0660 • F: 760-436-0659 • info@sampoengineering.com DRAINAGE STUDY CALCULATOR PROPOSED SITE DESCRIPTION: Area = 8,397 SF C-Factor (Values per Table 3-1 per County Hydrology Manual) ~ = Q = ~ = I c1 = Tc2 f!.2 = f!. 10 = f!.100 = l 2 = l10 = l 100 = Q.i = Q. 10 = Q.100 = Soil Type B, % Impervious < 90% therefore Cp = 0.84 (0.90)(,;, Impervious) + (Cp)(1 -% Impervious) 59 0.5 §Q 2ft/sec ( Watercourse Distance, FT) (Slope,%) 1.8(1.1 -C)(D) 112 (S)"3 1.2 ( 2-Year, 6-Hour lsopluvial) 1. 7 ( 10-Year, 6-Hour lsopluvial) 2.5 ( 100-Year, 6-Hour lsopluvial) 7.44 P2 Dre,-0645 7.44 p ,o Dre, -0 645 7.44 p ,oo Dre, -0 645 C IA CIA CIA Per San Diego County Hydrology Manual 2003 (0.9)(0.86)+(0.84)(0.14) 1.8(1.1-0 9)(59)'1/2 (0.5)'113 Tc Total 5 min under inspection 7.44(1. 2)(5)"(-0. 645) 7.44(17)(5)'(-0. 645) 7.44(2. 5)(5)'(-0. 645) (0.89)(3.16 IN/HR)(0.19 AC) (0.89)(4.48 INIHR)(0.19 AC) (0.89)(6.59 INIHR)(0.19 AC) JN: 17-120 INITIALS: DB DATE: November 1, 2018 0.19 AC 0.89 3.48 MIN Ml MIN 3.89 5.00 MIN 3.16 IN/HR 4.48 IN/HR 6.59 IN/HR 0.53 CFS 0.76 CFS 1.11 CFS 171 Saxony Road, Suite 213 • Encinitas, CA 92024 • P: 760-436-0660 • F: 760-436-0659 • info@sampoengineering.com All of the drainage from the roofs and decks will be conveyed through the structure to either the street or to the flow through planters. There will be only water in the garage from hosing it out or from vehicles entering the garage with wet tires. For these reasons small submersible pumps may be used in the garage sumps at both locations. The MEP engineer for this project has recommended that for the car lifts the submersible pump should have a capacity of 25 GPM and a total head of 19.84 feet. The garage floor sump is recommended by the engineer to have a capacity of 25 GPM at 12.5 feet of head. CAR PIT DRAIN SUMP PUMP DETAIL UNDERGROUND FORCE MAIN PIPING; DliCTILE IRON, MECHANICAL JOlt-iT i•lf->ING ANO MECHANICAL ,JOINTS. DUCTILE IRON PIPE: AWWA C!St/A21.51, WITH MECHANICAL JOINT BELL A.NO PLAIN SPIGOT ENO l.JNLESS GROOVED 0~ Fl..,ANGE ENDS ARE INOICATEI) DUCTILE IRON FITTINGS: AWW.A. C 1l0/A21.1 0. MECHANICAL JOINT. DUCTILE OR CRAY IRON STAND.ARD PATTERN OR .AWWA C153/A21.53, DUCTILE IRON COMPi1CT PATTERN. GLANDS, CASKETS ANO BOLTS: AWWA C 1 /A:21.1 1, DUCTILE OR CRAY IROfl Cl.MIDS. RUBBER GASKETS AND STEEL BOLTS ABOVE GHOUNI) FORCE MAIN PIPING: GALVANIZED STEEL PIPE PRESSURE FITTINGS AND TI-iREADED JOINTS GALVANIZED STEEL PIPE A!,TM A5J/A5J\I,, TYPE E STANOARC· WEIGHT CL.o.SS. GALVANIZED GRAY IRON THREADED FITTINGS ASTM 1316.4 CLASS 125 STANDARD PATTERN. LOA OR/I / .... ' .. ~ . •, . :·:·· ,· .-E):-11,,w - l'll.£T N~E ,---__:,~ .. ~-. ... TE!i.'----1'--=t~•rr J.,P -0111 -----t--tsrt~ b'• WN iilLW t!Y<i:~ITE E'l.lA T ~•:i I (SIZE 1'0 EE Ylt,i.lJI< It' I/ ,u. .1;;ru~D m ;size i!'t ,, 111t~) ,r"[ Lf' ,· ;" G<u .. JJtE I $TI: ,:.fif;.,.c ~;Ri'jJ'it':- t~I \ •:: •. ,: : 1 ·-;t 0L•C11l£ l!IJJ'l UNJE,1 w. .... L...L_<:_k,_:i,;._IS..cUc_..,.,; ..,._,..,,,..,----~...--~ -~· .. : .. .---~t\...r~ .,;: CHECJ. V~J.OJE .J.~;\' -[J + • + ~ + ~2 );i,:.1 ,, '-t-..c~flL Til '.SI'< lE E•~~ Cl~ FE/, GRP,EL LOAD: DRAIN 25 GPM PUMP HEAD; h ELEV = 5L5' -34' PIPlr~G FRICTION LOSS 17.5 FEET LENGlli = 28. Ht FEET + 5u.3 EQUIVALENT FEIT FOR FITTINGS = 84.5 FEET 84.5 FEET X 2.77 FEET HEA0/100 FT LOSS(2" @ 25 CPM) = 2.J4 FEET OF HEAD LOSS TOTAL HEAO = 17.5 + 2.~'S4 = 19.84 FT OF HO FLOWRATE 25 GPM STEP l: CALCl LATE EQUIVALENT PIPE LENGTH DIAMETER 45 DEGREE 90 DEGREE GATE BACKWATER OF FITTINGS tlEND(FEET) BEND(FEET) W,LVE{FEET) VALVE(FEET) IN INCHES t ' 4' 7• L3' 1 . 'J' 6' 10' 2' 1fl ' 4~ a· 4' 2,7' 22' 6" 2· 20' 4' 31' (4)-2" SO'S X 7' = 28' (4)-2'" 45 X 4' 16' (1)-GATE VALVE 1.3' (1)-CHECK VALVE = 11' 5tiJ' TOTAL LENGTH = 28 .. 19' + 56.J' 84.5 FEET STEP 2., CALCULATE 'SYSTEM CURVE Q = Flow in CPM hn= 10,51 x: Q 1.85 :,,: I d = Pipe Dtarneter in inches c 1.85;.: d 4.87 I = Total Eq Jlvolent Length in feet C = Hoz~n-Williams Coefficient Use: C = 100 for cast iron pfpes C = 140 tor cemen C = 120 for black iron pipes lined pipes C = 150 tor plastic and copper pipes h = l)itference 1n elevation between bottom of the sump basin and the gro •;ity sewer line h tot -h" + h{teet of water) Q = 2.5 GPM d = 7 I = 84.5' c = 120 h 19 feet SYSTEM CUR\IE PLOT POINTS Q(gpm) 30 40 50 60 1111 H4, l .98 6.01 8,42 h 19' 19 19 19 htot 21.34 22.98 2S.01 27.42 23 21 .34 lO 15 20 25 30 35 4 . 41 STEP J; FIND THE SYSTEM OPERATING POINT 50 60 ,Jot do•,1n the systern curve on top of the purnp curve. the point of operation of the pump system is •wher e the two cur11os intersect Q = 41 GPM, htct= 23 ft SEE CURVE .A.BOVE STEP 4: ACCEPTANCE OF THE PUMP The flow coming out ot the pump must b~ equol or greater than the f low coming into the sump: (fixture units coming in)<9pm pum p out COMING IN = 41 GPM = PU·MPING OUT 41 GPM STEP 5: DETEf~MINE THE NIJMBER OF FD(TURE UNITS DISCHARGING FROM THE PUMP NOT APPLICABLE SPILLS ON GRADE STEP 6: CONCLUSIONS Add Uie fixture units dis.cnorging frnm the pump to the fixture lmits in the horizonl□I drain and continue checking si1ing of thn s,•stem. NOT APPLICABLE SPILLS ON CRA.DE SIZING THE PUMP BASIN Usable volume of the surr,p basin =41 Gf'M X 1 =41 GALLONS P,imp Rate(GPM) ~ i 48" DIA SUMP CAPACITY 94 GALLONS PER FOOT 94 :,; 1 feet -94 gollcns 94/ 4 1 = 2.3 minutes MINIMUM RUN TIME OF PUMP 2 .. 3 MINUTES GARAGE DRAIN SUMP PUMP DETAl·L 1/NDE@RO\lN0 FQRCE MAIN PIPING: DUCTILE IRON. MECHANICAL JOINT PIPING AND MECHANICAL JOINTS. DiJCTIL£ IRON PIPE: AWWA C151/A2l.51. w1rn MECHANIC.A.L JOINT BELL ;.,ND PLA.IN SPIGOT END UNLESS GROOVED OR FLANGE ENDS ARE INDICATED. DUCTILE IRON FITTINGS: A.WWA C 11 O/A21.10, MECHANICAL JOINT, OUCTILE OR GRAY IRON STANDARD PATTERN CR AWWA C153/A2 1.53, DUCTILE IRON COMF'>ACT PATTERN. GLANDS, GASKETS AND BOLTS: AWWA C1 1 l/A2U 1. DUCTILE OR GRAY IRON GLANDS, ~LJB8 ER GASKETS AND STEEL 80LTS .ti.BOVE GROLJNf) FORCE i,iAIN PIPING: GALVANIZED STEEL PIPE PRESSURE FITTINGS AND n-tREA.DED JOINTS. GALVANIZED STEEL PIPE ASTM A53/A53M, TYPE E STANDARD WEIGHT CLASS. GALVANIZED GRAY IRON n-tREADEO FITTI NGS ASTM 816.4 CLASS 125 STAtfDAR.D P.~ITERN. 2" PUMPED EMEfi'GENCY DRAIN PIPING, CONNEC"TING TO 4" GRAVITY \ EMERGENCY DRAIN PIPING ROUTED THRU CtJRB. ~EE DETAIL 4/P504- AN0 P20J FlRST LEVEL FOR PIPING TER~11NATIONS. ALSO SEE CML PLANS. rn ... rnc COVER (SEALEQ Alf<TI>GHT) FLOOR ELEV = 4" INVERT = ,,4.89' HIGH >//ATER Al.ARM ,:__-----,/'-~;+-I-TT t' GALV;..Nl7ED $TEEL ABOVE GROUND PUMP ON ----+--Fi--.iO J-44.89' -(.~ + 4 + 4 + 12 +LI.] P\JMPS OFF (WATER LE:vEL MIN \2" AllOVE PUMP CASING) BASIN !iOTTOM = 41.89' 6" MINlfW1.< CONCRCTE BALLAST PAD (SIZE TO BE MINIMUM 12• ALL AROUNI} PIT SIZE BY 1:t THICK) ----~ = 41.1'!9' BE SAND OR PEA GRAVEL z....: t:l " ~I m'1 zn 0 F II ~ 2.,:· DRAIN 25 GPM PUMP HEAi): h ELEV = 51.5' -4 t.23' PIPI~ G FRICTION LOSS 10.28 FEET LENGTH = 21.28 FEET + 56.3 EOUIVALEW FEET FOR FITTINGS = 77.58 FEIT 77.58 FEET X 2.77 FEET HEA.D/!00 FT LOSS(2" @ 25 GPM) = 2.34 FEET OF HE.A.D LOSS TOTAL HEAD = 10.28 + 2.15 = 12.5 FT OF HO FLOWRATE 25 CPM STEP 1: CALCULATE EQUIVAL.fNT PIPE LENGTl-l DIAMETER 45 DEGREE 90 DEGREE GATE BACKWATER OF FlTTINCS BEND(FEET} BEND(FEET} VALVE(FEET) VALVE(FEET) IN INCHES 2Ji 4• 7' 1.3' ,, . :r 6' 10' 2· 16' 4." 8' 14' 2T 22' !)'' , 12· 20· 4' 31' (4-)-2~ 90'S X 7' = 28' (4)-,t 45 X 4' 16' (1)-GATE VALvE U' ( 1 )-CHECK V.A.LVE = 1 t' 56.3' TOTAL LENGTH = 28. !9' + 56.3' B•L5 FEET STEP 2; CALCUUITE SYS1EM CURVE hn= 10,51 x Q l.85 x I c 1.85x d 4.87 Use: C = 100 for emit iron C = 120 for black iron 0 = Fl ow in Gl'M d = Pfpe D·iometer in inches I = Total Equivolerrl;: Length in feet C = Hazen-Williams Coefficient pipes C = t-?0 fe r c-ement pipe·s lined pipes C = 150 for plostic Of'\d copp,er pipe11 h = Difference in •J leYotion batwt1en bottom cf the sump bomn and the gravity se111er line h mt = hn + h(feet of water) Q = 25 GPM d = :t I = 78' c = 120 h SYSTEM CURVE PLOT POINT$ O(gprn) .30 4-0 50 60 hn us 3.67 5.55 7.78 t, 10.3 10.3 10.3 10.3 hfot 12:.46 13.97 lS.85 18.08 17 10.58 40 ~J ~ .. 30 r--..... r -"' ....... µ:: .... '-1o.. tt . "II\ :i-,.... II ·-- ~-:0......, ffi ' 0 0 4:J 80 Fow -l .5, Gal ./~ <' ll . ...., 10 5 :2-0 25 30 35 4{) 5() 50 54 STEP 3: FlND THE SYS'TEM OP ERATINC POINT Jot cloy;n he system cur ... c 0 11 top of thti-pump curve, the poin of operation .()f the pump eystern is where the two c1.1rves intersect Q = 54 CPM, htoF 17 ft SEE CIJ r~vE ABOVE STEP 4: At.;CE TANCE UF THE PLIMP TI10 loYI' coming out of the purnµ m st t,e equal or gru-urer than the loYI' c;omi11g into U1e s•.rmp: (ti.:tme unit" c~)m in9 in )<gprn pump out COMIN:. IN = 25 GFM = PUMPING OlTT 4 GPM STEP 5: DETERMINE THE NU!.~BER OF FlXTur~E Ut-.ilTS DISCHARGING F, OM THE PUMP NOT APPLICABLE SPILLS ON GRADE STEP 6: CON(;WSIONS Add U·1e fi.:ture ,mits discr1<1r9ing from the p rmp to t11e iwture units in the horizontal drain oncl cnntinue (;l-,ecl<ing sizing ,,t the system. NOT APPUC.t..BLE SPILL';:, ON GRADE SIZING THE PUMP BASIN Usob-le volume at the sump basin =54 GPM X =54 GALLONS PurTIP Rote(GPM) x 1 48" DIA SUMP CA ACIW ~4 GALLONS PER FOOT 94 '!' 1 feet = 94 qr.dlans 94/54 = 1.75 minutes MINIMIJM RUN TIME OF PUMP 1.75 MINUTES ·•I lll]llll!IIIII 9.0 . · · •. 8.0 . . . . ,. 10~~ ,.o}2+±; EO!:JATION. [I Ylhnl~-llllllllllllllllllllllll I == 7.,44P5p:-0,64R 5.0 1. , . . . . . . .. . 11111111111111111111111. _ ,_. ___ :;.,n ... 11.r\ · I 111111111111111 P5 = 6,-Hour Precipitation {jn) .6:0~ 4~ ········~ . . l I I'' I ... ,. 3_!Ji1-+--1-...Pk-+-l--l-l~d-l-+4--W--4+~H-l,l~~JH-4~:w:I I f"N-WI I I II It 1111111 I I I I I I r I I I 1111111111 IB 1111 . ---------------i.O~J.I ~ lill-lllllH 11'1-4J.IJ'N.I.Ull'!IIIJl8lH!:· 1;'1,.;.l 111 I 11111111111111111111 _ _ _ _ _ _ _ _ _ _ _ _ _ _ .,,llllt.111111111111~ ! In-·, .... ., l'!o._ ·"'"'· ~ ..., ' ·"'~ ., ·~' ~ '-... ,... . ... , . . ~ .9 .. ·."' ~ . . ·6.0 '2. .c ···-· ~ . r,. · · · · "' ··5:~'i. C(li9 ·"', I -~-. ~ ~~~a ....,..._ 17 · _::t6lj_ .So.7 . ·N: I 1 ~-----~ : 111-----------· --· --------~ -----. ---,u1IIJIII iffi:liffl 0;5j : j j j j j j r j I j j ti I f 11 1111 j II llllllllllll l I II I f!IU.lllllllllliijjjjjt'f j_ j j : ;:-;.<: : ~:: ~: ~-...... . .Q~11111111111111111111111m111111111111111111111•111111111t-Nu111r:1:~TIII=~~ ci.41 111111 1111 ~II I I I IIIIIIIIIIIIIIIIIIIIIIIIHllllllllllllllllfflfHkl: 1111111' · ..... ~1111111111 ·2-:> ...._ I j 11..tk.L N 141,, 1,. ..... N+l'"' ~ " .M 0.3 •1.5 02 1.0 11mmm1 P,tt t l I l l l Jo I 11111111 II 1111111111111111111 IJ 11p111p11111111111111111 I I I I fl 11 I II IIJllll1jllllll~ 1~ :20-·30 Mioµtes 40 50 1 .2 3 Hours 4 s .6 Qui:ation lntenslty-Dur:a..t[on De~lgo Chart.-Template Pi~ons t:or: Application~ (1) From pre<;ipitation maps determine 6 hr and 24..hr amounts for.the selectedfreql!ehcy. Thesemaps;;ire 1nclµqed in th.a County Hydrology~nu~I {10: 50, and 1 ClO·yt IT)apsincludecJ iri the· Design and P.rocedur¢ Manual). · " · · · · (2) A.~ju~t f3 t:1r pr~tjpita\ion {jf J'le~ssary) so thc1t .it is within the rarige 9f 45% to '.65% of the 24 hr precipitation {not ~pplicaple to D~ert). · (3) Ptot 6 hrpfecipitation on tJie rigJ1t ~c:fe of-the .~hart {4) Draw a line through the point parallel to the plotted lines. (~} Thi~ ii11e i_li ·the i11te_nsity-dtJ~tlqn curve for tf'!e., lbcalion bein.ft~n~lyzegi Appllcailon Form: (a) S~te<:::ted fregue.ncy _ yec1r (b) P = . , ;in p = . . P5 = %(2) 6.. -.,.24 -'P24. -·· (9) Mjus,tElcf, P6f.Z.> = __ in. · · (d) fx.;: _ nJin. (~) r= -.-. -. -. in.lhr. ,N.pt~: Tnjs,cti~rt repla~s the !i:.it~n,sity-0{1ration~Fre.que!'lcy .curves used since 1965. I I P6 .t. 1.s·1 2 -2.5·1 3 ··3.5' :4-: 4.5· 5. 5.5 I 8' ourauon a: ,.· .I I I I . l r r J I" I I 5 2;63 3.9515:2:1 ' 6.51): 17.90 9:22 10.54 11.86 '13.l7 14A9 15:8:I 7 2'.12 3;18-4.24 5.30 6.36 -7;42 8.48 .9 .. 54 ·10.60 .11.66 1.2.72 10 1.88 2.53 3;37 ◄.21 ·5.05 -S;90 f:i;74. i-.ss·. 8,42." ,927 ·10.1f 15 · 1.30 us ·~ 3.24 ·3.a9 4.54 ·s.19· ·s.84 6AS 7:13 7.7Jl 20 1,()8 1.62 2::is. 2.69 .3.:23 3.77 4;31 .,,i;B5 5.3Q 5.93 6.4.8. 25 .0.93 1.◄0 ·1.67 2.33 2.80 3.27. 3:.73. ·4.20 4.67 5,)3. 5.60.. 30 0.83 1.24 M6 2.07 2:49 2;90. 3.32, . 3:13 4,:15 4.56 4J38 40 0.69 1.03 ::J;:JS f.72 2.07 2.41 2.76 .3,1D 3.Mi.. 3.79 4.13• 5G :o.oo 0.90 1.19 r.49: 1,79 2.09 2:$ ·2,59 us: 3.28 I 3.58. 60 0.53 0;80 :1.06 1.:33. 1.59 .1,;86 2,12· z~ z.ss: .2.92 I 3.18 90 0,4t 0.6..t 0.82 .1.(12 t.23 1.43 1.63 ·:1.84 2.04 2.25 2.45 120 o.~ Oc5t 0.68· 0.85 f,02 f.19· 1'.36. 1,53 uo:· f.87 2.04 150 -0.29 0;44 0.59 0.73 0.88 "1_.03 1.18-·1:32. 1.47 f .. 62 t.76 180 0.26 0,39 0.52 0.65 0.78 0.91' 1M 1:18 1:31 f.~ 1;57 2AO 0.22 0;33 0.43 ·0.54. 0.65 ·o:76 0.87 o.98 t 1;os 1;19 1.30 300 .0-.1910.28 0.38 .0.47• 0.56 0.66 0:75-. o.as: 1· .o.94, 1.03 1,l3 360 0,ff 0.25 0,33 0.42 0.50 o.ss: 0'.67 0.75 1.0:84: :0.92. 1.00 1 SAN DIEGO COUNTY HYDROLOGY MANUAL CGUB] Iii w u.. ~- 11J . 0 z ~ rn 0 w ~ :::>. 0 ~ ~ 3:• 1001 l,5 I UN/ ./ l ,,,. ,-. M · ./ ,r ./1 .....,-q: 130 Cl) UJ I-::> z l"2 I : I/// A:/ :/1 7' I ~ I I ~ 120 ~ ~ LU ~ ;::: ;; g LL I -~:::.i<=r-~i----4,..__:_;: ~---4 --:· -":ii.1 10 ~- _____ __._ ___ ___.. ____ .__ ___ ..__ ___ _,_ ___ ...J-___ _._ ____ o EXAMPLE: Given: Watercourse 'oislance (D) = 70 Feet Slope (s) =1.3% Runoff Coefficient (C) ;::: OA 1 Overland Flow Time (T) = 9.5 Minutes T= 1.8:(1.i-C)Vo. ~rs ·a:: w ~ ~OURCE: Airport Drainage, Federal Aviation Administration, 1965 Rational Formula -Overland Time of Flow Nomograph SAN DIEGO COUNTY HYDROLOGY MANUAL FIGURE 3-3 ·,I i 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 T:l:'.Ee NRCS Elements Coun Elements %IMPER A B C Undisturbed Natural Terrain (Natural) Pennanent Open Space ..E: e,~15, 0.20 0.25 0.30 Low Density Residential (LOR) Residential, l.O DU/A or less 10 0.27 0.32 0.36 Low Density Residentiai (LDR) Residential. 2.0 DU/A or less 20 0.34 0.38 0.42 Low Density Residential (LOR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 Mediwn Density Residential (MOR) Residential, 4.3 DU/A or Jess 30. 0.41 0.45 0.48 Medium Density Residential (MDR) Residential. 7.3 DU/A or less 40 0.48 0.51 0,54 Medium Density Residential (MOR) Residential, 10.9 DU/A or less 45 0.52 0.54 ' 0.57 Medium Density Residential (MOR) Residential,14.5 DU/A or less 50 0.55 0.58 0.60 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 Commercial/Industrial (O.P. Com) Office ProfessionaJ/CommerciaJ 90 0.83 0.84 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 ~ 0.83 0.84 ., 0.84 --CommerciaVIndustrial (General I.) General Industrial 95 0.87 0.87 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 nmoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever ( e.g., the area is located in Cleveland National Forest). 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