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HomeMy WebLinkAboutHydrology Report June 26, 2003Trans-Iacific C ON SO SS AN SS HYDROLOGY REPORT LOT 6647" &'648" OF TRACT 23172 Prepared For: MDC VAIL 11650 Iberia Place Suite 130 San Diego, CA 92128 Prepared By: §'int Trans -Pacific Consultants 27431 Enterprise Circle West o'?\V SS/ p L9 Temecula, CA 92590 y���ON SANG y00 No.26457 June 26, 2003 ER 3-31-04 o_ CML TABLE OF CONTENTS SECTION PAGE I. INTRODUCTION II. MAPS AND PLATES 1. Vicinity Map 2. Rainfall Intensities Calculations 3. RCFC & WCD Discussion for 100 Year -24 Hour Precipitation Overlay 4. Plate E-5.6 with Overlay (100 Year -24 Hour Precipitation) 5. Plate D-4.3 (2 Year -I Hour Precipitation) 6. Plate D-4.6 (Slope of Intensity Duration Curve) • 7. Hydrologic Soils Group Map for Pechanga (Temecula) 8. Hydrology Map Lot "47" & "48" of Tract 23172 9. Reference Drawing III. RATIONAL HYDROLOGY STUDY (100 YEAR STORM) IV. RATIONAL HYDROLOGY STUDY (10 YEAR STORM) 0 I INTRODUCTION 0 Cl • I. INTRODUCTION 1. PROJECT DESCRIPTION Lots "47' & "48" of TR 23172 (Project) is located in the City of Temecula, County of Riverside. The Project is bounded by the State Route 79 South to the North, existing Industrial Park to the West, Existing Commercial Center to the East and MDC Vail (Private Road) to the South (See Vicinity Map). The existing project site currently drains from North to South to two existing 28 foot catch basins along Wolf Store Road and eventually to Temecula Creek. 2. PURPOSE OF STUDY The hydrology study was prepared and developed to determine the drainage runoff flows generated by the proposed project. The hydrology map reflects the proposed development and its tributary drainage areas. The resulting Q- 100 & Q-10 flows are presented in section III. 3. DESCRIPTION OF ANALYSISIMETHODOLOGY • Hydrology The 10 -and 100 -Year storm rational method hydrology was prepared using the civil Cadd/Civil Design Software, 1992 Version 3.3. The hydrology study control information, i.e. 2 -year -1 hour precipitation, 100 -year -24 hour precipitation, slope intensity duration curve and hydrologic soils map for Pechanga were obtained from Riverside County Flood Control and Water Conservation District (RCFC & WCD) 1978 Manual, which is included in Section II of this report. The rainfall intensities were adjusted to reflect the changes using RCFC & WCD overlay, Calculations are presented under rainfall intensity calculations in Section II. Drainage flows were calculated to discharge at Wolf Store Road to be picked up at two existing catch basins (Line "T" & Line "SS" — see reference plans) to Temecula Creek Channel via existing pipe outlets. 11 0 II MAPS AND PLATES C� VICINITY MAP NOT TO SCALE PROJECT SITE RAINFALL INTENSITIES CALCULATIONS 100 Year — 24 Hour (using RCFC overlay on Plate E-5.6) = 6.0" 100 Year — 6 Hour (adjusted per RCFC factor of 0.57) 6.0 x 0,57 = 3.42" 100 Year— 3 Hour (adjusted per RCFC factor of 0.38) 6.0 x 0.38 = 2.28" 1 100 Year— I Hour (adjusted per RCFC factor of 0.20) 6.0 x 0.20 = 1.20" 2 Year —1 Hour (Plate D-4.3) = 0.57" Slope —Intensity Duration (Plate D-4.6) = 0,55" G 0 Sarn IGG. �EA� ��3ibNn �• E4QU� i' ?A,tiFALj l%AIUE -��\�: 1>O+'�.`Er mA.��=. \lA���<suss-rAnrr-,•A`�� . -FSM .... _ . • Dir�c� 5,a.-ctOrJ DASA DuE t� TI?� (_1N1�'r�� Fv.IOU�Ti �F �vvoizr Da-TfC)tj DATA A<!AiI�B�C AND 54kOrzr LEAGT}15 �r 7lr.C:,1UI � /x cv� 'PDiNT r�/NFAc c- MAP vALvLS 4Je72-C 2ailoS' DIr, race_ cc,.Par_E PALGl�-v�t� WITri MAi� Q4�•r�'S Ste. .'-.�T'�T-;�TiC�,L. 2ATIL7U, j7�11-: (-'/l�i,l..^S P�L.[il!�D T -p c'-0e2-eELA�7•E- �i�Cs� //J`�Llr (�l'77-i• lilidf Or (F7 '14 SL7F /1i %� (l fl/.•CW ,7x14 !/Jrc-Ilac. p�(11C-r-n-- T �CPi �C�:1TFiTl1iC (ZAT�GS i -G' 'Ttl'E'. �'��D�.! AF_�•A �1rJCl.U���.'�-,• 2�-'�Z�S ���-vt-�.1 I,3 A,,r� I� t�c�L iZp nos i� r�llC�t�i,/• �� I13�Ar.� Co 1aCVR- 2A�1G5 rp il�E Z4 f4oVp Po1NT z4 E7 RBE -.R ;H� E� k-( t3 Y4 74L 1.R! Nit b - g. 41. � V)v� X-1 Nl- Wr3 jT;4 r Poo 'k r, „f-' 4'.r! - f': ..r a ,.. r.:.<. `I '. ''Y; 'L.}:'_:":�. '1~ jl.•• ,�•:,�• - ,1: � .L t ,� `' '�I`. A�T NIB -w N., 67; -1z 0' 144--N P . lre 7 !If 7 -10 A I 011i --W M4. TR RIVERSIDE COUNTY FLOOD CON UL CT WATER CONSERVATION D[STR1 0 I -Y -AR E -24-HOUR 00 IL PRECIPITATION -'R r5R 7 E, % j -Q. r.v. . 'T.'r 11. N A 1-.1 S N -A� 'i O -ti Ij m:ejq.-C. Lw - 4 Lr E;N. u j 77� . IM;7.7 .4 . . . . . . . . . . 3 r 1w V! 1, 3r-; al !c5 7 J. ; < ryl. . I . ,, �..I :. �G -E-'-,R T.. p I V. 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LS JCfIN x;6. 'e'iV `\�\i �'�:_ _ _�•..`.a�`C.;-�^;7' �rL�<�:.'-.v} W ^/ LF'i ,�G't':�ii �'�� �?r.�'�` .v✓, '.FQ'<8L' '+. �.�5. c.-� J..b.,.:y !r' � I}f �r.J _ �' T`-:`l'_Oh i ,c..�M1 ��. .� .,•P..•., �7�'`'',``,'a�i_ 4I T ' ^' � " +'BG I��I�tl �. ���' ,� �_Z �L• �,:,-. ';'rr,:;'=`(UR-t't' p '� t:F,. j`' r. , n�i�i-.,. '}�:`� > • �� - 'T:,^��, - Ci:' ., `. 1: ,2T_ ,;. �,t.:....6� Sf'.: T� BG, ��'.>'ti'tC'y s'� �""• i ,ter^5, c t d.c.�� ''. CC1`� -Sc :r CFa �-'::. "�ZS�{a � i .�-'.''��Y.Ar'_= l�.t _ f:' _• 'i _ .nce e: _ >J` . C ♦ B y,v.;..• nn.ar`_ '..' �`:�'. r :Y �,:` ,nc"��. [.a iy::y'.tji', ` � . y��,. � _. 1'-ccu.>.•..:. .�,. _.. 7'J-� ti:-,.����•'b�>",fi�,ti, •s'l:`�,.; �:I iP 7r. B. .{.�d4. ^•�LBr;�,�' / r�� 11 ,: �,....� k \- b i 4`,.r-1•��C h -'T. _��_�ii,���r. i' �.,K✓,4a�f'i;i�A.a,l_i:.�i/."-.:5::'\�'V;.C.-,.�'.•���<:��•'.�f�t��/'.+?L';`11:n/r ,l?_�\�l', �. _�•r�-1r1:.. a_?: (tn,.� a a•u%.' • LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY FOR A SOILS GROUP DESIGNATIOY, R C F C& W C D PECHANGA HYDROLOGY 1IAANUAL n nn NODE Tcp(r*) '010(cis) : TCM(min) om(cis) 101 9.09 3.68 9.09 5.46 102 , 10:63 6.56 10.49 9.77 201 7:49 1.57 7.49 2.33 202 10.28 6.92 10.03 10.37 benje ' 1 \dwq\prajecp\BIG5\GNAMNG\CO PTGRABMG nyUie mp dxy A-14-03 6:60:15 pIn FST *I 0 0 r . a. JE[N a7. t 11140 �(:•�� �'•',.'; I - B/KEPIITN PLAN (' d .NOTES:' "L ,ALL WORKS SHALL CONFORM TO THE UBC 88 E0177ON 2'•CONCRETE BLOCK MASONRY SHALL COMPLY WITH FOLLOWING 1_„1•; A. CONCRETE MASONRY SHALL CONFORM 70 ASTM C-90,GRAOED-K `-B. MORFAR:TYPE-M OR TYPE -S. PER TABLE 24-A UBC I r .,C GROUT•'2000 PSI CONCRETE . -D. SOLID GROUT ALL CELLS.. '- 3.'ULTIMATE COMPRESSION STRENGTH.OF,mwa m CONCRETE 64ALL ' BE MINIMUM OF 2500 PSI AT 28 DAYS. 4 : .4. ALL REINFORCING STEEL SHALL BE INTERMOLATE GRA ASTM IA�ST,M A815-40, I I 1 �40 .arc r4eEGAY I: ) a, ow 11 O+N•aG , k, ��� �'"�I- \I REFER FBAMNBLd[O/.tC M9.vYav 'K' rT ' : FaBX-0Je+9).Ee%AaViE1" MAIL FBf ' / . • LL3Vf, BLOEYC - 877E/N/Mi WAC< q Nla ,�RF7A/N/NGWONP AO JEL170N e • ',9EfT/ON $-B' s<Earr. sFtsrW,o<c Jaranavf Y/ 6Tp HIGHWAY 2 D 26 30 34 ” 3T 3q 41 44 20 n SHEET 31 I; 42 95 27 35 I N J 47 48 49 50 I N p I B 21 _i 24 32 •( BBQ 40 0r 6 —J A. .. a B 3d 1 38 w " (i 33". T — SHEET -HEFT V E� \9 i CREEK CHANNEL'p ' SEE INDEX MAP .' .'SCALE T' m 200' 1 .. 4 51 la rs / � 9 u ` 52� rn SEFSvl9fDRBsfOolM0.'<A= F y COWS[ SIDEWALK PEARIV.CO.SM N0.4OO8 401 t COAST A[.OfSS RAMP PER RIV. CO. STD. N0.403 1 INSTALL• AN7FIAL HIGHWAY LIGHTING PER RIV. CO. SID. NO. IOOI INST/LL HIGHWAY LIGHTINGFERCALTRANSSTD.NO. £S -GB TYPEI5 M•610' ,11 CONST. O./YA.0 PAVEM£NTON COVPACTED SVBGRAD£. vaoMr'ov aNFAENECBUNfT 1MIi5MIRNMN bFPT vq box sorb GMAbIaCGpt6al IW%a�b.arW I SEAL SUSnIjlrEv a . �` TRANS PACIFIC 6ONSULTAN75 COUNTY OF RIVERSIDE FH�r4 r „: mram"or cv`rmw r - 1e11<LMAIfJef uxaf sE PRIVATE STREET IMPROJEMENT PLANS FOR CAM•Y'�'93 E P. 3131/%' r m: naq qr-Tbba VAIL RANCH COMM. TR 23172 ., Eq..a.m.a. APPROVED BY: p- SGLE: BENGI /GaY: SCHEBI/LE'E' = vr• cruM1 accw,191 r 0U- UW MX1h' 1' • 200'. ( INDEX MAP ✓M1Jry °<o.a' : ' unaa ' roYaoavrt,uuE SEE SHEET N0. I "".. AI7E•1 •Ea!'n.� x1ag evrxrvnlr' MTEt OS•H •Va V. 0.4M FOR: F.B. M 171 [3E 61 6P - - 63 64 65 66 67 66 CURVIF nATA DELTA RADIUStfN rml TANGENT � /&na•'J9^lOYe./C. CONSTRUCT/ON NOTrs 99BPf 9XJ.3B 11ro3:Jv^ aora.p &ae.n ar 9& 13.07&/ on ME 0 0 IS No 40 /YII�INSTALL STRL£T NAME SIGN PER RIV. CR ST0.NO.ele CAA 6'p'�c sLEPVG (oLf•Ioo) (36'H/N. !&✓ER� 41NSTAl1 I� C0V57:6A.0 6ER/•/ w/RF1Tv� NEAOOC IN IS IN I 51 IBM MOEN INMEN I11111 ME ME 11m MEN M IN IS MI IS mi . OEM mum IS III 91 M ME IN ME ME NEW ON ME M IN no ME MENEM{ISol ONE IME 0 ON IS IS on on NMI MI No IS IS IS IN IN 11 MIME 1110 IS IN IN 61 6P - - 63 64 65 66 67 66 CURVIF nATA DELTA RADIUStfN rml TANGENT � /&na•'J9^lOYe./C. CONSTRUCT/ON NOTrs 99BPf 9XJ.3B 11ro3:Jv^ aora.p &ae.n ar 9& 13.07&/ R112. IW.09 40 /YII�INSTALL STRL£T NAME SIGN PER RIV. CR ST0.NO.ele CAA 6'p'�c sLEPVG (oLf•Ioo) (36'H/N. !&✓ER� 41NSTAl1 I� C0V57:6A.0 6ER/•/ w/RF1Tv� NEAOOC P — — 3840 I o 43 pp NATE SEE SNEET NO. /B FOR V 2�2 II,�� SEE SHEET NO. /9 FOR C W PRIVATE �Q VAIL G_RCLE 6I� STORM DRAIN-PROF/LF,S Ia olCu mhi STORM DRAIN PROFILES m �9A/ SAS/PA'S�X pkYa AC � I� �y .o vin f•r � a SCALE • 1'- /0' ."' TRANS PACIFIC CONSUL ry� l))EIKI)NM11£SF GI0IA 121V (1al) or-s00o SGLE: BENT) mm. VERT. t'-4' SEE SHEET NO. 1 GATE: &e.ry•9B elW h R y ._ xI— CONSTRUCT/ON NOTrs CONSL 0.29'A.C. PAVEMENT Q2 CONST. 0.83'A.B. CLASS -//BASE Qq CONST. TYPE'A-B'CURB PER R.C. 57D. A420I sate e000NST.7*F'0f LT/RBlERR/V.LTASTD.M02041`E1CF.1 CONST. O.n' A.0 PAVEMENT ON L'OMPACTED SOLGRAOE 40 /YII�INSTALL STRL£T NAME SIGN PER RIV. CR ST0.NO.ele CAA 6'p'�c sLEPVG (oLf•Ioo) (36'H/N. !&✓ER� 41NSTAl1 I� C0V57:6A.0 6ER/•/ w/RF1Tv� NEAOOC P — — 3840 I o 43 pp NATE SEE SNEET NO. /B FOR V 2�2 II,�� SEE SHEET NO. /9 FOR C W PRIVATE �Q VAIL G_RCLE 6I� STORM DRAIN-PROF/LF,S Ia olCu mhi STORM DRAIN PROFILES m �9A/ SAS/PA'S�X pkYa AC � I� �y .o vin f•r � a SCALE • 1'- /0' ."' TRANS PACIFIC CONSUL ry� l))EIKI)NM11£SF GI0IA 121V (1al) or-s00o SGLE: BENT) mm. VERT. t'-4' SEE SHEET NO. 1 GATE: &e.ry•9B elW h R y COUNTY OF RIVERSIDE PRIVATE STREET IMPROVEMENT PLANS FOR 7 VAIL RANCH COMM. TR. 23172 y� WOLF STORE ROAD 23TXJ 9 r FILE W. JIM:F.B. sate I'- Q' 10 w m w 0 40 80 COUNTY OF RIVERSIDE PRIVATE STREET IMPROVEMENT PLANS FOR 7 VAIL RANCH COMM. TR. 23172 y� WOLF STORE ROAD 23TXJ 9 r FILE W. JIM:F.B. 0 0 • ;.'-�._�..'-{ - I I' - _ R. . -..-- h_ _ _ t U b ...y"I ..I. I ;_ L I'. .� Fr �: I r ,_l.l I I I I I � I _I w AAAA __ , II wi- v /Anm e6FAn_, _ --- I -L G- I 1-4 - - - -=PIw 21rjf -4gAL 72 78 74 75 76 77 78 1 a OB,D.F. B m 49 �. 50 ' 1 462 ^o �o 3e \\'LI �1� ry6�ft SCALE,/'./0' V v�o I I `j _ V O t_ D O *Z_ Z P M �Lllre p W �p Ca ieJe 48 Fao N6' 10y'1%6 4 O75 { v \ D N -I 2 6F.16R/dn.1/1�- ]669- ]C ]1_,.o _j.OC ]< m y \ 11,0 .T6 E�a R.4P / 09:2 6;;O PB -o.C./ �� 4 B 0 rilpgya/f/ /] b TI6./6' qsa BgCTN+ 1 P Q. .F. G.O. E.Ms7-P EESgpT 2 Z Am'Ff9MEaJFAfFN A - PRs14-iNE 'T" 6 "� 'V,jB• ! >06H?(FJIflA9AAF N PER RCF.CD. OWC. A AT ET NO.R0,FSS��� , x �roJry —B /A.Y� _ 1y0. 7-2oB_ i ,vBrnvs< CATCH BASIN CROSS SECT/077"C_C r Ab -p---�— �� Q—'- �T------v I 1 s•/'7" so- I ,AawwBF' 7 I I f I Y - -�- - - - �- - - - J--- - i CURV DATA•-- — 66Lu aoLus L6R6Tx TAx6ERr /�•JO'S/" BSA00 /B6.QJ 93.]0 �T 171, 99 1 06.AJ I I - _ I IT III � i I O VI i N' I i I Ci�pOI � •! I � i � TRP -_ _ _ ._I Z dli I i'I I - _ 66 69 70 7/ ;.'-�._�..'-{ - I I' - _ R. . -..-- h_ _ _ t U b ...y"I ..I. I ;_ L I'. .� Fr �: I r ,_l.l I I I I I � I _I w AAAA __ , II wi- v /Anm e6FAn_, _ --- I -L G- I 1-4 - - - -=PIw 21rjf -4gAL 72 78 74 75 76 77 78 1 a OB,D.F. B m 49 �. 50 ' 1 462 ^o �o 3e \\'LI �1� ry6�ft SCALE,/'./0' V v�o I I `j _ V O t_ D O *Z_ Z P M �Lllre p W �p Ca ieJe 48 Fao N6' 10y'1%6 4 O75 { v \ D N -I 2 6F.16R/dn.1/1�- ]669- ]C ]1_,.o _j.OC ]< m y \ 11,0 .T6 E�a R.4P / 09:2 6;;O PB -o.C./ �� 4 B 0 rilpgya/f/ /] b TI6./6' qsa BgCTN+ 1 P Q. .F. G.O. E.Ms7-P EESgpT 2 Z Am'Ff9MEaJFAfFN A - PRs14-iNE 'T" 6 "� 'V,jB• ! >06H?(FJIflA9AAF N PER RCF.CD. OWC. A AT ET NO.R0,FSS��� , x �roJry —B /A.Y� _ 1y0. 7-2oB_ i ,vBrnvs< CATCH BASIN CROSS SECT/077"C_C r Ab -p---�— �� Q—'- �T------v I 1 s•/'7" so- I ,AawwBF' 7 I I f I Y - -�- - - - �- - - - J--- - i CURV DATA•-- — 66Lu aoLus L6R6Tx TAx6ERr /�•JO'S/" BSA00 /B6.QJ 93.]0 171, 99 1 06.AJ rsg /:«sa. WOLF STORE ROAD oo BES.N J.S. COAIF. PRIVATE k NBTRUCT� N NOTES coNT. 8®wsw-L 6'P•'c S"MW (m -/W) (36'aFw. COVER) SCALE 1'- .0' .9 w w ao o AS ea m ®LVNST 6 A -C- BSMI W/REOwMO HEADER FILL AND NAFPACT IX/sr EARTH CHANNEL TO THE R1°OFSLOPE SCHEDULE 'E' _CONSTRUCTION NriTES SEALw.NfiL" eN T o BY: REVISIONS: NEC69REN6E0 FON P SEAL r/ TRANS PACIF/C CONSULTANTS COUNTY OF RIVERSIDE �/ CONS7, 0.29' A.C. PAVEMENT s /o /J 1] ACCED 6" c gFSVES b'AC. nr9NyAL L'lZ``t /, • 17411 M Iff CIME n6FT PRIVATE STREET IMPROVEMENT PLANS ORrVEV/RK GrA 'D PaE6 rv'D' �9. 4,•.y". �.n I q•, r • ,r.11emlm ovF rnfi�l w e„_vz RTEpN. QFLI M1A 92590 © 07NST. O.B3'A.B. CLASS -l1 BASE r „ ': ,N . �• • Q DATE' R -RB -93 EXP. 7131196 Mt. nm) I" -?MM FOR 8 6� >'� VAIL RANCH comm. TR. 23172 CONST, TYPE 'A -B' CURB PER RC. SM 1' �T�w.0 ,Nl APPROVED BY: /t, � � ,• y! sGLE: BD/OI NAW: 2a pm CON9T.TTFE110CURBfERRYCT SD.N0204/6CE) 'T'� nC1.n 9"'.I r�I/L•.-.tn 1 Hoaz. 1 -e0 WOLF STORE RDA .'F�,.$'v ,.. 1 VERT. 1'-4. /® CON9T. 0./7'AG PAVEMEA'T ON COHPACTED waoRADE k,'L k( � '.T.. f rnlwrt e!yeneloE cwxrt,ui.uf I SEE SHEET NO. I FILE W. GATE ,-/n-1I - AI TAS-l•TS�': •FOI1 rMNIrP1r1TOM 0iAFIMfM MTE: 02 /1 91 M.D.4m9 FLN: F.B. • 79 8/ 82 /1" 83 84 TRANS PA APPROVED BY.' / SGLE: cnn . - 11a. 1 NORL !•-4O' .rr. Yv?O^cwr°`f caw mn L- VERs. 1' 4' enunoe mxrt;uur. OA TE:�'1o"^'��°"nnox ovanrrrtxr GATE: az•,s •4a r' 1816 WRAOE CO.SR).1001 6T. •JI O. NO. 201 6aCF1 R.C. SM. NO. ZO9 6 209A R '0 900 B 401 COUNTY OF RIVERSIDE PRIVATE STREET IMPROVEMENT PLANS FOR 9 VAIL RANCH COMM. TR. 23172 $ WOLF STORE ROAD 23 PCAs SEE SHEET NO. 1 M. a� U1 I ®®■C®a Al ' • Ca .: aaa �aa■E:■®■�■CDOE •®Caaaaaa■a•aso ■.0 EE��zE EE a E oBEg■:• C•■::CaaC:aa■on •:::� • EEEEE E� a • ■: EE �;: ■ ■ ■ 8 E /�■ h®0� ®■ :. 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W..7-208 PRIVATE CATCH BASIN NO.I STA. 29+83.86 PER .R.C.F.C.D. STD. DWG. NO. CB /00 SEE SHEETNO..4 ♦0 v �R PRIVATE [� WOLF STORE ROAD lye; O A, a 0 CONSTRUCTION NOTES ' PRIVATE Q CONST. CATCN BAS/N NO./ PER R.L.F.L. STD. N DWG. NO. CB 100 aa°N: O CONSr LOCAL DEPRESSION i£R RL.FC. STD n ^a. n0 s•ot I /ER DWO M. LO 20CASE B r Q REMOVE EXIST FLARED ENO SECTION PRIVATE Q REMOVE EX/ST. STORM DRAIN WOLFSTORE ROAD O , CONSTRUCT 36+RCP (/500-D) .NOYf fAb? Jd;,n EeB ENO JECT/ON O ��OV'QL ^avAT,FiCT 36'AeP V-6D''.+N:2B' L'P r.0.614 036+ 'p PROMS£0 LINE "t ' PER R.C.FC.D DWG. W..7-208 PRIVATE CATCH BASIN NO.I STA. 29+83.86 PER .R.C.F.C.D. STD. DWG. NO. CB /00 SEE SHEETNO..4 ♦0 v �R PRIVATE [� WOLF STORE ROAD lye; O A, a 0 PRIVATE WOLF STORE ROAD N aa°N: 1.�0b °Im n ^a. n0 s•ot I /ER r RBMOVB />J' OF y/ ze 00' y.6.B7', N-ee• �I /yam \ P.fOP .IB-Ae.eO y. >75 ', N.ee' y \ r.0.6>•/ o. ee' 94 �PROIOSED LINE ere PER r+o.Br/ aros+ `PROPOSED LINE +M+ PER 0, 07 R.C.F.C, . DRM N0.7-208 MrR R.CF.CO. DW \G. N0.7-208 r Iso AIX .AT. r1r IB r01B6.7tl ENO {XOP R. c.P. I.�NE PRIVATE A"�er ,., W. T,, L IRE PRIVATE Awe TAL9cr re R3/>2 CATCH BASIN NO. I CATCH BASIN 100. / If STA. 39+95.82 STA. 72+2/. 47 PER R.CF.0 O. STD. DWG. PER R.CF.C.D. STD. DWG. NO. CB /00 NO. C8100 �� • ' SEE SHEET N0.5 SEE SHEET NO. B _ SCHEDULE 'E" Rt1AMYENDEO W0. $EgLtaumTEAL y UBN D B COUNTY OF RIVERSIDE pp0.09Ai TRANS PAC/FIC CONSULTANTS ,M• �.♦. T•` Y / 9� ♦ 11417 E921 JM aME Mr a OLMr ,A 91590 STORM DRAIN PLANS 20 ,y t�C'_ 9' OA /E: 240.93 E . r 3119 l^� ra. tie,) $76 -lana N• *nn� VAIL RANCH COM. TR. 23/72 I o.+ a r :• APPROVED BK' jCALf: eFi/O/ MARK: 'O jcry wt,.. 72 7 �- AS 3NOWN 11 V,97' a a a 23 B�Ir pa 1 SEE SHEET NO.I LINES L M ,9 T E BY:RKd ♦,4 d� 1�wui„ Exna I MVEumE cwim, FTlew TE -46-44 OATS' ii%• •ce TewaAlmmX0 ENT DATE: Oe./C-92 Y. 0.41x0/FM: F.6. I / E�a'�q ®.3 n U III • RATIONAL HYDROLOGY STUDY (100 YEAR STORM) 40 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 06/26/03 LOT •----47---AND----46---OF---TRACTTRACT-23172 --------------------------- Q100 FLOWS - BASIN A FILE: MDC100 C-] ------- — ------- — ------------------ ---------------------- — ---- ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SIN 560 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.460 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 612.000(Ft.) Top (of initial area) elevation = 1108.000(Ft.) Bottom (of initial area) elevation = 1099.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01471 s(percent)= 1.47 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.085 min. Rainfall intensity = 3.672(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 74.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.458(CFS) Total initial stream area = 1.670(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1099.000(Ft.) End of natural channel elevation = 1097.000(Ft.) Length of natural channel = 199.000(Ft.) Estimated mean flow rate at midpoint of channel = 7.795(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity = (7 + 8(q�.352)(slope A0.5) Velocity using mean channel flow = 2.35(Ft/s) • Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0101 Corrected/adjusted channel slope = 0.0101 Travel time = 1.41 min. TC = 10.49 min. Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group S = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 74.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.392(In/Hr) for a 100.0 year storm Subarea runoff = 4.314(CFS) for 1.430(Ac.) Total runoff = 9.772(CFS) Total area = 3.100(Ac.) End of computations, total study area = 3.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 06/26/03 --------------TRACT---------------- LOT 47 AND 48 TRACT 23172 Q100 FLOWS - BASIN B FILE: MDB100 ********* Hydrology Study Control Information ********** ---------------------------------------------------- ---- RANPAC Engineering Corporation, Temecula, CA - SIN 560 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 365.000(Ft.) Top (of initial area) elevation = 1108.000(Ft.) Bottom (of initial area) elevation = 1103.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01370 s(percent)= 1.37 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 7.494 min. Rainfall intensity = 4.082(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.891 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 74.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.328(CFS) Total initial stream area = 0.640(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 201.000 to Point/Station 202.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1103.000(Ft.) End of natural channel elevation = 1099.000(Ft.) Length of natural channel = 365.000(Ft.) Estimated mean flow rate at midpoint of channel = 7.056(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q".352)(slope"0.5) Velocity using mean channel flow = 2.40(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0110 Corrected/adjusted channel slope = 0.0110 Travel time = 2.54 min. TC = 10.03 min. Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 74.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.477(In/Hr) for a 100.0 year storm Subarea runoff = 8.043(CFS) for 2.600(Ac.) Total runoff = 10.371(CFS) Total area = 3.240(Ac.) End of computations, total study area = 3.24 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 • 0 Iv RATIONAL HYDROLOGY STUDY (10 YEAR STORM) • 0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 06/26/03 ----47-AND-48 ----------------------------------------------------------- LOT 47 AND 48 OFF TTRACCTT 2 23173172 Q10 FLOWS - BASIN A FILE: MDC10 ********* Hydrology Study Control Information ********** RANPAC Engineering Corporation, Temecula, CA - SIN 560 ----------------------- — — ---------- --------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 612.000(Ft.) Top (of initial area) elevation = 1108.000(Ft.) Bottom (of initial area) elevation = 1099.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01471 s(percent)= 1.47 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.085 min. Rainfall intensity = 2.485(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 74.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.678(CFS) Total initial stream area = 1.670(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 is **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1099.000(Ft.) End of natural channel elevation = 1097.000(Ft.) Length of natural channel = 199.000(Ft.) Estimated mean flow rate at midpoint of channel = 5.253(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q".352)(slope'0.5) Velocity using mean channel flow = 2.14(Ft/s) • Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0101 Corrected/adjusted channel slope = 0.0101 Travel time = 1.55 min. TC = 10.63 min. Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 74.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.279(In/Hr) for a 10.0 year storm Subarea runoff = 2.885(CFS) for 1.430(Ac.) Total runoff = 6.563(CFS)Total area = 3.100(Ac.) End of computations, total study area = 3.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 L E Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study • Date_ 06/26/03 LOT-47-AND-48---TRACT-23172 ---------------------------- LOT 47 AND 48 - TRACT 23172 Q10 FLOWS - BASIN B FILE: MDB10 r1 L_J ********* Hydrology Study Control Information ********** ----------------------------------- -------------- RANPAC Engineering Corporation, Temecula, CA - SIN 560 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr.) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 365.000(Ft.) Top (of initial area) elevation = 1108.000(Ft.) Bottom (of initial area) elevation = 1103.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.01370 s(percent)= 1.37 TC = k(0.300)*[(length A3)/(elevation change))"0.2 Initial area time of concentration = 7.494 min. Rainfall intensity = 2.763(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 74.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.569(CFS) Total initial stream area = 0.640(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 201.000 to Point/Station 202.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1103.000(Ft.) End of natural channel elevation = 1099.000(Ft.) Length of natural channel = 365.000(Ft.) Estimated mean flow rate at midpoint of channel = 4.757(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope"0.5) Velocity using mean channel flow = 2.18(Ft/s) • Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0110 Corrected/adjusted channel slope = 0.0110 Travel time = 2.79 min. TC = 10.28 min. Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 74.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.322(In/Hr) for a 10.0 year storm Subarea runoff = 5.345(CFS) for 2.600(Ac.) Total runoff = 6. 915 (CPS) Total area = 3.240(Ac.) End of computations, total study area = 3.24 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 is is