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HomeMy WebLinkAboutTract Map 3752 Lot 43 Hydrology Report 11Y1114111MGY CALCULATIONS FOR Proposed Residential Single Family Home at vacant lot on - . portola— Temecula TM 3752 LOT 43 APN 959-030-013 Itt Pit CITY OF TEMECULA CA Prepared For ANIL GUPTA OO "vies tret1 Temecula CA 92590 Jtitie9, 217 Prepared By Kevin P. Bresnahan,PE Civil Engineer Providing Land Development and Consulting;3031 Ridge Creek Drive,Fallbrook CA 92028 (9511 532-6371 DECLARATION OF RESPONSIBLE CHARGE I HEREBY DECALRE THAT I AM THE CIVIL ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THIS PROJECT, AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS, SPECIFICATIONS AND TECHNICAL STUDIES BY THE COUNTY OF SAN DIEGO IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK OF MY RESPONSIBILITIES FOR PROJECT DESIGN. oksof-EssioA,_ 4s5) "ne KEVIN PATRICK BRESNAHAN No. C59954 4/ Exp. 6/30/16 * CIV . lit OW OF Mg /) K P RESNAIIAN DATE R. .E. 59954 EXP. 06-30-2018 Pitrom or Proigri The proposed project includes grading for & construction of a single family residence on a 2.+ acre vacant lot in the city of Temecula. This report establishes the 100 year storm flows at the riprap outlets per the Grading Plan prepared by Kevin Bresnahan, Civil Engineer dated June 2017. Peak flows are calculated and presented in the summary. SitV Lficttia11 The site resides in Temecula's Deportola Road community on the south side of Deportola 1000' easterly of the intersection of Deportola Road & Jedediah Smith Road. The site has a longitude and latitude of W117° 07' 09" and North 33° 28' 41" , respectively. A Vicinity map is attached here-in. Dotigt-i 9 -Pa The subject property is approximately 2 acres currently a vacant lot surrounded by existing single family residences. The watershed is comprised mostly by the lot itself with a small fraction draining sheet flow from an off site strip of Deportola Road along the northerly property line. The proposed development disturbs less than 1 acre. ftefettfog to e (CFC&WCO Hydtolagy Moto the folktiwii g patahletets wel'e obtained regarding the site: Rainfall depth was derived from the county manual (as summarized in Plate 4.1) for the specified durations, as follows: Assuming a minimum concentration of 5 minutes in all cases (conservative). Rainfall intensity for the 100 year 6 hour storm is 5.1 inches/hour Runoff Coefficient: based on land use. From the RCFC&WCD Hydrology manuals category of "commercial with 95-100%" impervious a c value of 0.95 was used for streets, driveway,roof top and patio; for"landscape areas" a runoff coefficient of 0.59 was used. The site has type"b"soils. The runoff coefficient was prorated based on land use cover. Mothodology Rational method hydrology calculations were undertaken for the 100-year storm events for both the existing and proposed conditions, in conformance with the Riverside County Flood Control and Water Conservation District Hydrology Manual(1978). Land use was specified in the models as described above. Computations were performed Iin.a Civilcadd:iCivi?design Engineering software, ver. 7.1, based on the Hydrology Manuai. intensity, runoff coefficients,and discharge were calculated at each node by the software, based on user input of rainfall, soil type, acreage, and land use parameters. Drainage Basins were defined utilizing a simplified approach. The Overall Drainage boundary was defined as the disturbed on-site area and the offsite area tributary to it. The existing street edge of DRAINAGE BASIN DATA: BASIN DISCHARGE "I" INTENSITY Q100 IN CFS V100 IN FPS BASIN I.D. TYPE TYPE AREA IMPERVIOUS AREA SOIL "c" T'C INCHES PER HOUR , FOR Q100 Q = CxIxA AT RIPRAP 0.31 AC PERVIOUS SMALL BASIN C-E3- -AD PRIMARY RIPRAP 1 .12 AC 0.81 AC IMPERVIOUS (STREET) 73% IMP. TYPE B 73% X .95 + USE 5 MINUTE MIN • 27% X .56 = 0.84 CONSERVATIVE 5.10 4.79 CFS 3.23 FPS 1C' 0.38 AC PERVIOUS SMALL BASIN PRIMARY RIPRAP 0.48 AC 0.10 AC IMPERVIOUS 21 % IMP. 21% X 0.95 + 2.22 FPS B-B ROOF, DRIVE PATIO TYPE B 79% X 0.56 = 0.64 USE 5 MINUTE MIN 5.10 1.56 CFS 0.20 AC PERVIOUS 35% X 0.95 + SMALL BASIN (B-CD PRIMARY RIPRAP 0.31 AC, 0.11 AC IMPERVIOUS 35% IMP. TYPE B 65% X 0.56 = 0.70 USE 5 MINUTE MIN. 5.10 1.11 CF 1.95 FPS ROOF, DRIVE PATIO CONSERVATIVE 7409% X 0,, I, .' - .. , . , ,,,,., _11111111111III111111111111111111111111III DRAINAGE BASIN BOUNDARY ,..,,, . . 4 ff aj 1111 . -- PROPERTY LINE � s fir, " t.`' FLOW PATH x , er,,...,:: _ _.,, , , _ ' ":r''''* ,_ ,, : 7-' '''. "lit , .116: , : , ,tk..„. .,,,.„. )itt ... , . jf, ., .. d i 4,vemw (11-' .0, 0 , . , ,yam $, it, * 4. . . .. , ., .. ,i 411, A ,t BASIN LABEL 4„,,, s F3 k • . ,. ',,„,,, n�` -44 ,, ,,, .... . ,, cr , , , ., .,,,, , .... , ,. .,, , ,.„,,,,.: . , .` 1: tic , �r . •, 'w - • sy r a.' E.. $ . oori ,-- , ,_'' '''.'. '" ' ' ' ' ' , , '-' ' It ' ''r ' _< . ,4 , altp,Alik.' , Alw 11�, 4. A.-4f 14140,,,,* iit ' , ...-010. . ,,,Itisir t ,. ., . , 94iiiiiiiis, , 4411.6' x y y� •3T *44 -4-1,04111144 ... ... . _ 3M ndt , . -:, 4111111•441111116': Alf APN 959-0 ' `f ... y < - 4. DE w it, , , ; a99+ _-- arm �, B-A " 1 :4-"kiii 411'41k '' /' 0--'- :--'-r-:---" '"Z4to.\ CD . •.4 ' ��.� ��s�*> e '� ift, 7.--c, 0------Ftss/04,,,i - n t ,i ) :'.73 _ .vim ��'l1I $ :-� KEVIN PATRICK Z %MI --- .11.1 ----T, 411"11, r, LItiti - __p s o /� RESNAHAN i� � ,4 _ V p i .... \ • litaAri �1 ,,,, �c 414.419„,...../; t II iult., - ,,,i 1I •1 p. • :: '© iffi I . , T ^ ' 1 I*14 ' ' ' " in (B-C) �.� • L• �¢ L6 S" t •0IJ , IZi,‘ ......._ 4 / -.44----% 3 ,.;._ C c ' �r��!'�s-E,I FISLLL n PE �n� `o .: 9 9 / / 1- X B T w i \ . of (B-B� (? ai w'pr, O� c O CE). B=1/ 1 \ - ,, .. D HY9 • OLOCY CALCU� � 6 � ATIO � IV AP 4= ; o Q? m 6 . , GRAPHIC SCALE rim 60 0 30 40 60 120 1! 1 riz •0 c"< •• , tk_ 73 X PIrl I:4 1`3 ts \ ,. . ..„.„ I mmmmimm, ,-..... m� 1 ' - ( IN FEET ) i .-� ' PROJECT DATA.• 1 inch = 60 ,►.�. ■ .r = --*'''� I "4 PROJECT ID. GUPTA 02- 2017 „ _ , , , - • 1 _.-r--= oma° ,, Kevin 3resnahan ._ >E . _ ................... , APN N0. . 959-030- 013 _ , . -- - ,,, _- _ ° - ESS: D CIVI ,nod _ ^ _ _ _ ADDRESS: EPORTOLA ROAD, TEMECULA wand l�evelonmerrl; i�esi n & Consul' 3180 HIC 1WA1' S0 -i# a rt q I� In� 5 29 I 196 1�M�Ci�A�A 92.92 o (951) 732 37 K3r� cac@4 Ib 6 ahoo cam V1C1NTTY MAP : G�\ OCL. D. I ' NC)\ c� oti PAUBA RD. \T"'* / o t \P6/ 0 ,\ ---......., c.D4\\ I �� �O a� oR.V°LP v� 4'Pi SEP \\-- \\ Q)-\ \ 7 * P g \k\I\ PY ZEMEC1U\"P CItijY OF TEMECULA pavewhtspa,rallehug the south and west propetty,Oes was e ,as the 1t AA of oh-site disturbahte ahci thus the corresponding overall basin boundary. While off-site street flows could be included in the analysis,the primary aim of this report is to establish that the developed condition peak flows and drainage patterns substantially conform to the existing condition. It was concluded the addition off additional off-site drainage, not running through the project area would convolve the analysis. Overall drainage basin computations were performed using Civilcadd/Civildesign Engineering software, ver. 7.1,based on the Hydrology Manual. Intensity,runoff coefficients, and discharge were calculated at each node by the software,based on user input of rainfall,soil type,acreage, and land use parameters. Printouts of the rational method calculations,as well as applicable plates from the Manual, are included in this report Sub-basin peak flows were calculated independently of the Civildesign software. Utilizing the rational method equation(Q=CIA), peak flows were calculated conservatively using the minimum 5 minute time of concentration. Hydraulic calculations utilzing Mannings Equation were performed at the riprap outfalls of each sub-basin. A Mannings Coefficient of 0.030 for riprap with a median diameter of 2.5"- 10"was utilized base.upon:recommendations within the USGS Water supply''aper 2339. The resulting peak flows and velocity are presented on the proposed basin map and the corresponding calculations presented in the calculation section of this report. Summary The gall of�t s tycfrology CO!,rpIs to es is 4eveIopec co ffio 100 yep' peak flow does not exceed t existing condition 100 year peak flow. Although additional imperious area was added to the site, a proactive design limiting the proposed imperious area, increasing the travel length of the storm flows(thereby the travel time), and provided for cover over an existing denuded lot; the existing condition peak flow and the developed condition paek flow varied by less than 1%. Results for the given design are exhibited on the drainage basin maps and summarized as follows: B slh "A" i3 s "B' Bad s' Discharge Discharge Discharge Riprap outfall 4.79 cfs 1.56cfs 1.11 cfs peak flow Riprap outfall 3.23 fps 2.22 fps 1.95 fps velocity Documentation of the calculations follows in the Appendix. HYDROLOGY BASIN MAPS DRAINAGE BASIN DATA: BASIN DISCHARGE "I" INTENSITY Q100 IN CFS V100 IN FPS MfNES PFR NOIR :'-ii,"' 011it BASIN I.D. TYPE TYPE AREA IMPERVIOUS AREA S01� "C" T'c FOR oloo o•C R I R A Ar PoPRAP �N' 0.31 AC PERVIOUS SMALL BARN -1 73% 73%X.95 t B-A PRIMARY RIPRAP 2 AC 0.97 AC IMPERVIWS(STREET) IMP. TYPE B USE 5 MINUTE MIN, 5ip 4.79 CFS 3,23 FP$ �t 73%X.56 a 0:94 CONS£RVATI VE 038 AC PERVIOUS SHALL BASIN 0.'ROOF. 0 AIMPERVIOUS 21% IMP. , R 21R x 0,95+ USE 5 MINUTE NM. B--B PRIMARY RIPRAP D,48 AC RooF,DRIVE PAnn 79%x o.�-o.9a CpN�Vgp� 5.1' 1.5fi CFS 2.22 FPS e 0.20 AC P€RVIOUS 35x X 0.65 - SMALL BASIN ."''` -¢ PRIMARY RIPRAP D,31 AC 0.11 AC INPERNOUS 35% IMP. * ® esx x se a.�o v5E a MINUTE MIN 5.10 1.11 CFS 1.95 FPS ROOF",DRNE PATIO C-0NSERVATIVE _ _ - `I �JS •_ (pax "�"' ,a; � I I U I I I��I I I I I I I I I I I I DRAINAGE BASIN BOUNDARY ` a .�',' fir 77--.. -5 � 4 FF �- r LEGEND ------ --— — — PROPERTY LINE k ,.0',k a �1,ylf� �.. '' 0* '-' , ,,,,,;,,,,,,,2?..,:,,h-.'..,1,-,-,- ---fl ,,-,'‘ .440( w _ FLOW PATH T , - y • —E"..3-1-"---)D BASIN LABEL .� ,;,i'-'t' �r ��' k .. , }Jyt, d, .E .),,..7,,,' ,L do �' �iif• " L� 4 f2Y y c" Z 9. ' � 4. " J .:.t , ,v..!,,,,.4.1...,., th q{� �, GT� ..� � .-�>G -1.--,'' '7.,':-'-??.r.4- ? t� `R' �Ye4.0( "� aw art q � AA NI_ N ltd' " ;,.: .: ,y9 :. '^.' y1 '. • f ,rye ? - -,c s • zr : . fix' \,.--4!.-- -'::: - ?5 ':'''''P: -..Q�, p,.. -»,',��::. ' " f,Y. .xU 4„-_ X 1:'Y �f 71 p..f :.;�'f 4 I��..sw.,_ '''''.'11:'_* �� .a .O F m R 995+ I 18 Ay Fes( .%;_,,,,,,,:H''' ., - ,. :r� �;ii � � —=:a:w”F �1. � ...: .. K��.. "w. Y vpy 'P r,��s. 3� 5n,f ,. 's'.yj �4:1 .r.,.... .r1:-;.-4---"" :-;4-7114 — .._ --:. �� a.. i �".�:'x'� � t-ye;r� 5 -,d.4 ,�`z["L. `e '�.;.i. �P�O5N‘ N,s,.... • xx :-.�._!rye..wtxm.ouMk .., � k.r'+4,.`4y::7t: ::ti y `ey.R 3�:�' .� .,�,� .k $ �F"..17�1 : n - 6 ;, t^, r t� r *C'Y.+.„ . KEVIN PATRICK l tt�,`':.' 1 it - -,...w ,.. _. k'y ,1:. Y-�`_-f Y c.,:. Y''4., 4» " r -- - yil t.ri ,k„...et i4(: 4° 4 is �.1 � k - aU. No C / ti gg'� _ ,1,2'. 3, _ „,,,,,,,,,,-::,,,..44,„4_,11 _.w2^ f 'w'�, Y'm�"`'.. T..'. yan, \.17 1 1 '`}l 'Sa. m - ` r1,�rz Rx,k'.. ,= a x5 's� Oi Ui;w,m _ 6.!'.. .,c. ,.�. .Gid ” *fir V „�� u {s,_x �' x>;1U �' yr - 44 V . tall M ,, i � .7's �3 s - P ,r r 5M1� c � , ,,,,,.. IIl R �� 1 1..._ ;) , VI ,_-„,,,,,,„,, ,, - ,,,,-;;,..,.:1, .. it, $y .. .1.0: --i 1 ,� r� s� �S �, P Fe��"�� '�' � � � 1 �� �4 �1r B _ IX -• B A fC--- , ' ki '' 5� HY��OLOGY CAL_CULATIO\ v r 1 \,: :, . z GRAPHIC SCALE li 3 • = E` ` r 60 0 30 40 60 120 '21 -../:,.3 i'1, rt 0' m � ,'•. :4,-,,,F-=,' .,� �' ,, � ,�^�" ,..,•":7,.;'4::' (IN FEET yam= � � f 4- � PROJECT DATA: 1 inch -60 ft. i,-.„ ,,,.,,,4 , ,a t � � �� - rs,� �� PROJECT ID.GUPTA 02-2017 �� �t —� #F �''= APN N0. : 959-030-013 Kevin Gresnahan,t',�, � r� ,. ADDRESS: DEPORTOLA ROAD, TEMECULA Civil ngInmcnr✓rsrgn eer _con�.k,w, J '_,-.�+-•--f+•t:tt,--: ..r. `,L'W IYd,YIPo 19 YI.:PI tf�'F 11FCA9(�7� r. w 1 A m:" 1' )-,02-6,1KRo0 �ru� CALCULATIONS thil04 BASIN B-C RIPRAP OUTLET Channel Calculator Given Input Data: Shape Rectangular solving for Depth of Flow Flowrate 1.1100 cfs slope 0.0200 ft/ft Marini fg' s n 0.02R0 Height 12.0000 i h Bottom width 48.0000 in Computed Results: Depth 1.7055 in velocity 1.9526 fps Full Flowrate 22.9109 cfs Flow area 0. 5685 ft2 Flow perimeter 51.4109 in Hydraulic radius 1.5923 iii Top width 48.0000 in Area 4.0000 ft2 Perimeter 72.0000 in Percent full 14.2121 Page 1 trip BASIN B-B RIPRAP OUTLET Channel calculator Given Input Data: shape Rectangular Solving for Depth of Flow Flowrate 1. 5600 cfs slope 0.0200 ft/ft Manning's n 0.0280 Height . . . . . . . . . . . . . . <<. <<< 12.0000 in Bottom width 48.0000 in Computed Results: Depth 2.1047 in velocity 2.2236 fps Full Flowrate 22.9109 cfs Flow area 0.7016 ft2 Flow perimeter 52.2095 in Hydraulic radius 1.9350 in Top width 48.0000 in Area 4.0000 ft2 Perimeter 72.0000 in Percent full 17. 5395 Pace 1 tmoi BASIN B-A RIPRAP OUTLET Channel Calculator Given Input Data: Shape Rectangular solving for Depth of Flow Flowrate 4.7900 cfs Slope 0.0200 ft/ft ManMrq's 0.0280 Height 6.0000 in Bottom width 72.0000 in Computed Results: Depth 3.2376 in Velocity 2.9590 fps Full Flowrate 12.7991 cfs Flow area 1.6188 ft2 Flow perimeter 78.4752 in Hydraulic radius 2.9705 in Top width 72.0000 in Area 3.0000 ft2 Perimeter 84.0000 in Percent full 53.9604 aqe 1 in Guide for Selecting Mannings Roughness Coefficients for Natural Channels and Flood Plains United States Geological Survey Water-supply Paper 2339 Metric Version 74 Table of Contents till U.S. _ SI Conversions Authors: G.J. Arcement,Jr. and V.R. Schneider, USGS NOTE: WSP2339 is the USGS version of FHWA-TS-84-204 which has the same title. The publications are substantially the same,but have different arrangement of figures. DISCLAIMER: During the editing of this manual for conversion to an electronic format,the intent has been to convert the publication to the metric system while keeping the document as close to the original as possible. The document has undergone editorial update during the conversion process. Table 1. Base Values of Manning's n Base n Value Bed Material Median Size of bed material Straight Uniform Channell Smooth Channell (in millimeters) Sand Channels Sand3 10.2 0.012 .3 .017 .4 .020 — .5 .022 .6 .023 .8 .025 11.0 .026 Stable Channels and Flood Plains Concrete -- 0.012-0.018 use 0.030 for `0.011 Rock Cut -- 2.5"-10" median conservative '025 Firm Soil -- 0.025-0.032 .020 Coarse Sand '1-2 0..026-0.03 design Fine Gravel -- — .024 Gravel 2-64 0.028-0.03 -- Coarse Gravel -- — .026 Cobble 64-256 0.030-0.050 — Boulder >256 0.040-0.070 Modified from Aldridge & Garret, 1973, Table 1 —No data 1 Benson & Dalrymple --No data 2 For indicated material; Chow( 1959) 3 Only For Upper regime flow where grain roughness is predominant The flow regime is governed by the size of the bed materials and the stream power, which is a measure of energy transfer. Stream power (SP) is computed by the formula SP = yRSWV (4) where: SP = Stream Power, in newton-meters per second per square meter. Y=specific weight of water, in Newtons per cubic meter R=hydraulic radius, in meters Sw= water surface slope, in meter per meter V= mean velocity, in meters per second The values in for sand channels are for upper regime flows and are based on extensive laboratory and field data obtained by the U.S. Geological Survey. When using these values, a check must be made to ensure that the stream power is large enough to produce upper regime flow fFig. 2). Although the base n values given in for stable channels are from verification studies, the values have a wide range because the effects of bed roughness are extremely difficult to separate from the effects of other roughness factors. The choice of n values selected WATERSHED INFORMATION riverside County Flood Control and Water Conservation District HYDROLOGY MANUAL excerpts only GouNTY FL H la jo by °N�RvaTto�� A;phi 1971i JOHN W. 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J} 4 s ,...,-,...4J-ast Oar HYDR LDGYMANUAL CURVES DATA PLATE D-4.I (4 of 6) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II ` Cover Type (3) Quality of Soil Group Cover (2) A B C D AGRICULTURAL COVERS (cont. ) - Legumes, Close Seeded Poor ;66 77 85 89 (Alfalfa, sweeter ,:r, timothy, etc.) Good 158 72 81 85 Orchards, Deciduous See Note 4 (Apples, apricots, pears, walnuts, etc. ) Orchards, Evergreen Poor 57 73 82 86 (Citrus, avocados, etc.) Fair 44 65 77 82 Good 33 t3: 7 2 IJ is K Pasture, Dryland Poor 67 78 86 89 (Annual grasses) Fair 50 69 79 84 Good 38 61 74 80 Pasture, Irrigated Poor 58 74 83 87 (Legumes and perennial grass) Fair 44 65 77 82 Good 3 3 5 72 :79 Row Crops Poor 72 81 88 91 (Field crops - tomatoes, sugar beets, etc.) Good 67 78 85 89 Small Grain Poor 65 76 84 88 (Wheat, oats, barley, etc. ) Good 63 75 83 87 V . eyard } (See tote I i i t 1 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. QiIal 'of cover defiiU . is Poor-Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair-Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good-Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C-2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C-2. 5. Reference Bibliography item 17. RCFC *CD RUNOFF INDEX NUMBEAS HYDROLOGY MA NUAL FOR PERVIOUS AREA PLATE D-5.5 (2 of 2) RUNOFF INDEX'NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Quality of Soil Group Cover Type (3) Cover (2) A I B C D NATURAL COVERS - Bar eh 76 66i 91 93 I (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (chamise and redshar ) Pair 55 72 4 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation .s sod frming grass) Good 30 58 72 78 ' Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc. ) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - -il Residential or Commercial Landscaping Good 32 56 V-9 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C a W C D RUNOFF INDEX NUMBERS FOR HYDROLOGY MANUAL PERVIOUS AREA PLATE D-5.5 (I of 2)