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HomeMy WebLinkAboutTract No. 14221 Hydrology StudyCITY OF FONTANA 1 � TRACT NO.14221(SOUTHRIDGE) � HYDRAULICS AND HYDROLOGY STUDY McCU7'CHAN CO., INC. 2698 Mataro Street Pasadena, Cam 91107 J U LY 1 9 99 PROJECT NOTES 1 ON SITE TR 12441 IS DESIGNATED AS 8 D.U./ACRE. ACTUAL DENSITY IS 7.9 D.U./ACRE FROM STATISTICAL SUMMARY ON TENTATIVE MAP. ALL SOILS ARE GROUP "A" (SEE FIGURE C-15). WHERE CURB IS 8" AND STREET SECTION IS LEVEL 50'. TOP OF CURB ELEVATION IS 1" ABOVE ROADWAY CROWN ELEVATION; THEREFORE WE ASSSUME NEGLIGIBLE SPILLOVER DURING 100-YEAR RUNOFF. 4 CATCH BASIN CAPACITIES WERE ESTIMATED USING LACRD PLATE 2.6-0651 FORA SAG. FONTANA CB NO. 121 AND LACFCD CB NO. 3 ARE VERY SIMILIAR (SEE ATTACHED STANDARDS) AS ARE LOCAL DEPRESSIONS. WE, THEREFORE, ASSUME INLET CAPACITIES TO BE SIMILIAR. 5 DESIGN STORMS ARE 10-YEAR & 100-YEAR. TEN YEAR IS KEPT WITHIN THE TOPS OF CURB & 100-YEAR IS KEPT WITHIN THE RIGHT-OF-WAY. ONLY ONE STREET WITHIN THIS TRACT REQUIRES 8" CURB. THE 8" CURB IS REQUIRED ON BOTH SIDES OF THE WEST END OF THE STREET THAT RUNS PARELLEL WITH VILLAGE DRIVE EAST. HYDROLOGY CALCULATIONS ARE MADE USING ADVANCED ENGINEERING SOFTWARE'S VERSION 4.1 OF RATSB. THREE PRINTOUTS ARE GIVEN FOR THE WATERSHED AREA; TWO FOR THE 10-YEAR STORM (DETAIL FORM & SUMMARY FORM) AND ONE FOR THE 100-YEAR STORM (SUMMARY FORM). THIS STUDY CONTAINS FOUR SEPERATE DRAINAGE AREAS; NUMBERED USING THE 100, 200, 300 AND 400 SERIES RESPECTIVE FOR NODE NUMBERS, AND BROUGHT TOGETHER AT A CONFLUENCE AT NODE 500. 8 A DRAINAGE SWALE HAS BEEN INSERTED TO CARRY AN OVER- FLOW OF 7.3 CFS THROUGH AN EASEMENT FROM VILLABA ROAD TO VILLAGE DRIVE EAST. THE FLOW USED IN THE HYDRAULIC CAL- CULATIONS AND IN THE PROFILE ON THE STREET IMPROVEMENT PLANS (SHEET 8 OF 9) IS 52.5 CFS. 52.5 CFS IS THE RESULT OF SUBTRACTING THE OVERFLOW OF 7.3 CFS FROM THE ACTUAL FLOW RATE OF 59.8 NMI ION ME INN INN -____.._ �.NM N I N 1 Nil MI INN MINI M N M PIN AMENDMENT NO.'10 SOUTHRDGE VILLAGE SPECIFIC PLAN CITY OF FONTANA LAND USE DEVELOPMENT PLAN PLANNING UNIT AREAS 86 EWEN ••NET AC A.11•.f7 r ••K7r w rA.Hl 116 I.)A,1 [A•.••• larlwar •AAAQIIAINN CUCMAN/ SDII 87C tiOl i•• AET •4 //9 3.•ti 97 /fr warm EDISON III 44014 •C. Ft` 132 117 4 131 r761:90.AC. OPEN IKCE .a. ._Y^.•. NI..IT AG a.11 I1,41A0441•G. - - 113 /7I MCT AC R•3ANK 119A JOINT USE. 1fI TK • 119 ELEMENTARY SCHOOL 1ff me, C. 127 n.I wr •C a7•AM• K. 12PAR01 VI ANTI[ 71[ I sow o N- cm K )I88 95 1J., A47wt u.s I•AVAe 98 123' rlOo/k.M AC, me? we e • CAS/f Ae 121 ZeDCW t 1)/ 9J /IAIII7•e. IG.0G 915X V. . •Ort/L-/SIO/L I1.4 NETC i! • R1.74 C .IOU/K- N•• Oct V - • .I7IC. tV.O OWNS III A JO,1T 146 ••..1r. • fr. III ELEUCNTAIIT SCHOOL II Nlf Ie. •I•rll 122 tr0. 4e-rn O.lr 944 34144. 1)M GOA,K 4 1 124 89 eD11NLTA N MCT AC EDISON I1Ner .C. ♦f am*, X. IP110 4.4104013 108 OPEN SPACE Nr.• .4T AC 44.0 s•_tf : V 11 •VENUE e� rttOu9�nDu Sou 11L!NOK so1.2c•1 AC 1 IT4•MST AC NI YET AC _ If) N(T we I 1f •m!Ac • 1•fl•:/A AC �- w1 SA..f .f NrK SIICYCO :own .Cy43 • 101 1e7KTAC E0130M 1f1 JAM r ti 105 apWwe. pt o(E 1+owlr.c. za 9 G•GASIL 100 /,,. NET AC 1,1 EOISOM Goof Ae 106 OKN SPACE car ;err AC. 692 GoceS .0 • 102 qeA/IC. - AfI O6 or /VA.r. race -woos am PARK 10 !1ETIIC fT 1•nf A: 103 COWUNIT/ PARK IS) NET AC r*S .44:11 •: PHASE 3 107 RE010011/L mum 3/7 t ACT C 43.A 4•01.11 A. 109 OPEN SPICE /99.t A4T C. /39.I .24095 AC. *THESE PROPERTIES ARE TO SE DEVELOPED. TO THE HIGH DENSITY (2S DU/AC) 0 _..•...... .1. 11111 N MI NMI 11111 EN N NM UN M 11111 MN INN OM NMI JIM NE `U. T4N - T3N �— WI r r _1- T2N -, I TIS - T a MIL 411 : ...1.... I :i _ .... I 11 lifki‘tA - -14 4; Ilif-ITC2“ 13 i*�; '&icy c�s�_IL&'-i. purawristkort - maimsktme- minivrkacraitaill ummeinEIRIPFAIII /5i� � _ —.� R,�i�� �[i•�. TON MI " i '�iI�E / -17/11/111ilikij I I I UMW •I _ . • .I 12W r i� r:- RIW �'� �,� R2E TON monlIWNITOO1/41_ I I ilarp-4-40-wianongrommiumk lituato r .r_i_ - ..F.OYslil,YV 1 fr 1 • 4,..1 4W 1. I. t.„ T2S -- 1. - T3S ' • •flew R7W R5Y R6 L - RSIDE R4W rEZ0J5GT. LOCATION SAN BERNARDi giggf?-17 HYDROLOGY MANUAL R2W a• SOLIIICS PRECIPITATION 1404E3I REDUCED DRAWING 1 SCALE IN= 4 MILES p RIE I 1 - -I —J:- :, R N FAN BMIANO LOOD CONTROL DISC T�T VALLEY AREA EIONTETALS 10 YEAR I HOUR • moos URIC. NDu N411 r.las rwoap w r/ jjam owe outz IIq Owil MO if03 I ll M1i.11 "all I 3 . .2 NMI r M ! — — N r I all M E — — I M E UM OM u •iii ,'.' '. ,...i ..,, ..,A,_.,..,,,, ._____4_, ; „ iiri ,Agimpo....samm \VtiTsartri-._ c....ei _.,01iitlnilir li jtAittl,_ .!._ _:IFL la aw �i wi�4�•Ia COLT•N t7 �... . V, C:>!l1t1�St eso�'1 �� � l`t , of ' i V_m ii rrairliiii ri l_ia wiles T�l. 441-0,4"0,4*0.-A,1t44_ 4'��'� mOI T2s an '1„ r41E1. RSIDE- - 1 \VVrk%_dAiirl.lrit 917. '— of alLI__ $ I .� �! R4W .r 4• nit oczaum,4-4 441111116111C C otk TIS — 1 :_ T3S = - ; 6 Fg0..1ecr LO AT1N Yla = 1.33Ym SAN BERNARDINO cOUND( HYDROLOGY MANUAL IREDUCED DRAWING I SCALE I•• e 4 MILES IF= C. ISOLINtf PAtCIMThTION lmc*Kfl R2E --T4N T4, SAN OD CONTROL DISTRICT VALLEY AREA . NORMAL* Y••-IOO YEAR I HOUR WED ON LLB. M•...\M t. •111 —t ,o• ti M• coma Mgtn1r+r.. a••+ • .. It seaNIMILMOMI FIGURE B-4 1::424i12; HYDROLOGIC SOILS GROUP MAP • 3 at; 7 ILl w to CC CC 0 to w 0 Cl) Cl z • 0 a 035 4a.> • HYDROLOGY MANUAL 3 V co — — — — — — — — — — — —MIMI —. MI — I•INN REDUCED FDA ILLUSTRATION 1 VICINITY NAP V MoC YTCHAN CO,INC ING• r•br r•I-•••• M'r TENTATIVE TRACT 14221 AO. A .t love.. Of LOT ... or nWI .n owe ra .O./ N•$A 0I OT/1O.. RECORD! IN MC OTT Of IOMTAIY. MART Of >W SIM.OMNO .TAIL Of C.UT01MA MARCH 1999 0000 rwmor .•MT Ma.1. TMN.M ®O Mw.1 MYUM wrn 11.11.6.111 .•MYY AW ® M.�.Rwe wK•M mamma. ToalenY MST1 Liftl W1YM.1 •.1w. from NNE 1411•111111M1/ 414 SION .I41 1 =1:1: Wit . M..... WON Tawas YI10d. 111IIY..se Y N11•01NMN KIM MEW - .MI.R----1v,WYTYOOIM// IMata„—CISOIO.IaW TO..._.MI,IMA.TY.O Arm•IO0tt ▪ —..—/ORMR•CM10sY W M n1RR4s—MCKi00act TRRsa_fl. /••tAa. .L.Yt110IY •W0I411ACT 44144.1•D~•.. S 101. .MT • MIM.aYw .IM.R..aY. ..0r0w..ws .AMwAs e rnsufUM .Yens ..w_M.ur_ .MIMOMi A..II...I•Aga.O.MA . Ra1.I6LLOUNIMET .GYM JUL Aau f 101KMTYM an 110 a RMR.- Ms1.:Me.N•TA• ea p t W.M.IT.01.fY1 IMACc.u.•RMRq WI i 04044.4•11.fl11A - WA a 104001A • yA • u" is u • •n .oloA •c1M_iw. HYDROLOGY DATA • ti Alm Y u Y no aT M• O P .11 MI • OS Y Y Y i 1 13 Y Y 44 NM PO III fa as Y as ii: HYDROLOGY MAP TRACT NO. 14221 awry'. w• -SLIM Pt. ewer . P I arra TAT FOR DETAILS USE THE FULL SIZE PRINT = M I ■M r r M i M- ---`.- MI N--- I -. B.7. EVENT DEPTH -DURATION For most hydrologic study purposes. the important relationship is that of precipitation depth for any rainfall event of a given duration. As discussed in the NOAA Atlas 2, this relationship will include total precipitation from storms of the given duration, and will also Include the depths from independent continuous partial storm durations. This information can be represented by event depth -duration curves which are constructed by ranking in the order of decreasing rainfall depth all storm events of some common duration from a subject rain gauge. From the position of a precipitation depth, an estimate can be made of the number of years during which the event (of a given duration) will be equaled or exceeded. Alter constructing event depth -duration curves, a second set of precipitation depth -duration (or intensity -duration) curves can be developed which, for a given return frequency, represent the maximum precipitation depth (or intensity) which can occur from any storm as a function of duration. D.E. INTENSITY -DURATION CURVES intensity -duration data is required for use with the rational method. This data is usually presented in the form of curves of rainfall intensity in inches per hour versus storm duration in minutes. Intensity -duration data for durations under 3 hours tends to plot in a straight line on log -log paper, and the curves for various return periods tend to run parallel to one another. Intensity -duration curves can be developed for a watershed by estimating the appropriate area -averaged one -hour point precipitation values from the isohyetal maps. Intermediate return frequency point precipitation values can be estimated from Figure 0-2. Using Figure 0-3, the one -hour point precipitation value is plotted and a straight line is drawn with the appropriate slope. Generally, a slope of 0.6 B-6 • may be used for watersheds in the southwestern portions of the county and 0.7 is used in the desert and mountain areas. As with the point precipitation data, rainfall records should be examined to determine an appropriate slope of the intensity -duration plot. Since most rain gauge data interpretations are based on stations with few years of record, extreme care is needed to properly determine the intensity -duration curves. From Figure 0-3, a minimum duration of 3 minutes is used for rational method studies. B.9. SYNTHETIC 24-HOUR CRITICAL STORM PATTERN The United States Department of Agriculture Soil Conservation Service (SCS) developed dimensionless critical storm patterns using the U.S. National Weather Service's (NWS) rainfall frequency atlases (ref. 2). The rainfall frequency data for areas less than 400 square miles, for durations to 24 hours, and for frequencies from I to 100 years were used. These critical storm patterns are based on the generalized precipitation depth -duration -frequency relationships shown in technical publications of the NWS, and precipitation depths for durations from I minute to 24 hours were used to derive the storm patterns. Using increments of 30-minutes, incremental precipitation depths were determined. For example, the 30- minute depth was subtracted from the I -hour depth and the 1-hour depth was subtracted from the 1.3-hour depth. The storm patterns were formed by arranging the 30-minute incremental depths such that the maximum 30- minute depth is contained within the maximum 1-hour depth, and the maximum I -hour depth is contained within the maximum 1.5-hour depth and so forth. Because all of the critical precipitation depths are contained within the storm pattern, the critical storm patterns may be assumed appropriate for designs on both small and large watersheds (ref. 2). The agency's design storm pattern is based upon a modification of the SCS 24-hour storm pattern. The design storm pattern provides a representation of local precipitation depth -duration -frequency tendencies by constructing the 8-7 Residential Landscaping (Lawn Shrubs, etc.) - The pervious portions of comrcia meestablishments, single and multiple family dwellings, trailer parks and schools where the predominant land cover .is lawn, shrubbery and trees. Row Crops - Lettuce, tomatoes, beets, tulips or any field crop planted in rows far enough apart that most of the soil surface is exposed to rainfall impact throughout the growing season. At plowing, planting and harvest times it is equivalent to fallow. Small Grain - Wheat, oats, barley, flax, etc. planted in rows close enough that the soil surface is not exposed except during planting and shortly thereafter. Legumes - Alfalfa, sweetclover, timothy, etc. and combinations are either planted in close rows or broadcast. Fallow - Fallow land is land plowed but not yet seeded or tilled. Woodland - grass - Areas with an open cover of broadleaf or coniferous trees usually live oak and pines, with the intervening ground space occupied by annual grasses or weeds. The trees may occur singly or in small clumps. Canopy density, the amount of ground surface shaded at high noon, is from 20 to 50 percent. Woodland - Areas on which coniferous or broadleaf trees predominate. The canopy density is at least 50 percent. Open areas may have a cover of annual or perennial grasses or of brush. Herbaceous plant cover under the trees is usually sparse because of leaf or needle litter accumulation. Chaparral - Land on which the principal vegetation consists of evergreen shrubs with broad, hard, stiff leaves such as manzonita, ceanothus and scrub oak. The brush cover is usually dense or moderately dense. Diffusely branched evergreen shrubs with fine needle -like leaves, such as chamise and redchank, with dense high growth are also included in this soil cover. Annual Grass - Land on which the principal vegetation consists of .annual grasses and weeds such as annual bromes, wild barley, soft chess, ryegrass and filaree. Irrigated Pasture - Irrigated land planted to perennial grasses and legumes for production of forage and which is cultivated only to establish or renew the stand of plants. Dry land pasture is considered as annual grass. Meadow - Land areas with seasonally high water table, locally called cienegas. rid c pal vegetation consists of sod -forming grasses interspersed with other plants. Orchard (Deciduous) - Land planted to such deciduous trees as apples, apricots, pears, walnuts, and almonds. Orchard (Evergreen) - Land planted to evergreen trees which include citrus and avocados and coniferous plantings. Turf - Golf courses, parks and similar lands where the predominant cover is irrigated mowed close -grown turf grass. Parks in which trees are dense may be classified as woodland. SAN BERNARDINO COUNTY HYDROLOGY MANUAL S C S. COVER TYPE DESCRIPTIONS C-4 Figure C-2 POOR: Heavily grazed or regularly burned areas. Less than 50 percent 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 surface protected by vegetation. GOOD: Heavy or dense cover with more than 75 percent of the ground surface protected by vegetation. In most cases, watershed existing conditions cover type and quality can be readily determined by a field review of a watershed. In ultimate planned open spaces, the soil cover condition shall be considered as "good." Figure C-3 provides the CN values for various types and quality of ground cover. Impervious areas shall be assigned a CN of 98. It is noted that for ultimately developed conditions, the CN for urban landscaping (turf) is provided in Figure C-3. C.4. WATERSHED DEVELOPMENT CONDITIONS Ultimate development of the watershed should normally be assumed since watershed urbanization is reasonably likely within the expected life of most hydraulic facilities. Long range master plans for the County and incorporated cities should be reviewed to insure that reasonable land use assumptions are made for the ultimate development of the watershed. A field review shall also be made to confirm existing use and drainage patterns. Particular attention shall be paid to existing and proposed landscape practices, as it is common in some areas to use ornamental gravels underlain by impervious plastic materials in place of lawns and shrubs. Appropriate actual impervious percentages can then be selected from Figure C-4. It should be noted that the recommended values from these figures are for average conditions and, therefore, some adjustment for particular appli- cations may be required. 1:7AIIII AMlai4,AM" 9.0 8.0 7A 6.0 5.0 4.0 3.0 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 firM • ENE ra maim, vyme •."'wo...... . M ...., _ rr • t' 11 31111111111111111111111111111111.111118111 Nadi IN NM ■■■■■ MAL .■ NOME MEW swan!! :11 +1 Ell `7* m r"•ln11Y a.a■i�w. -_- a�f•w■e©f•ss� MIMI 1 � t 3a�=d �srwl - UI ■ -was •�N� Y>r df•1 J 1. t' 1 7 8 9 10 20 30 STORM DURATION (MINUTES) DESIGN STORM FREQUENCY= I° YEARS (4 100 YEAR ONE HOUR POINT RAINFALL = '91 INCHES ( 1.33 11J LOG —LOG SLOPE _ • C°o PROJECT LOCATION = FONT7\ti1A SAN BERNARDINO COUNTY HYDROLOGY MANUAL. 40 50 60 70 80 90 INTENSITY — DURATION CURVES CALCULATION SHEET D-8 FIGURE 0-3 1 t R/W 12' I8' 18' 12' R/W 8' 0' 10' 8' I Slope I/4": I' 6" Curb 8 Gutter R/W TILTED SECTION LOCAL STREET Sidewal 7' 8' 8' 7' 4.5' 0' 10' 8' Level Line 6" Curb 8 Gutter 2% LEVEL SECTION LOCAL STREET LOCAL STREETS SECTION ABCDE TILTED -.56 -.56 -.16 -.26 0.00 LEVEL -.07 -.20 0.00 -.20 -.07 4.5i� Sidewalk, R/W 1 CITY OF FONTANA,CALIFORNIA LOCAL STREETS TYPICAL SECTION o ,,,,;..._._ Not To Scale. Drawn By G. ��Naavarro Checked By **-M Approved, CITY ENGINEER Dote 7-13-76 ariata STD. DETAIL 100-D IIIIII INN _11111111= E OM M 1 r i N- M M I M M, OM -7' G'c' .46,.s UTlE.e .4G = /2`Co.•ii9•14 zs' -cc'7' - 42 5 7' TYPICAL STREET SECTION (6"CF) MI U -- — I— U N--- all MN NM O— —,— ! R/W .4 CURB a GUTTER TC = E+0.10� FL : -0.57' IMPROVEMENTS 510 AC PAVEMENT 12" COMPACTED NATIVE SOIL R/W B"CURB A GUTTER TC = 5.• 0 10' FL = - 0 57' TYPICAL STREET SECTION (8"CE) N T S CONSTRUCTION NOTES . AND QUANTITY ESTIMATES NO. ITEM QUANTITY UNIT CONSTRUCT 2 1/2" A.C. OVER 1:" COMPACTED NATIVE SOIL. S.F. R= I/2" in Batter ° 4%12 °0 R=1" 'Ik"'' Slope 1:12 • - r 8" CURB & GUTTER 0.054 'Cu. Yd. Per Lin. Ft. 6" 18 7R=I/2� • d Batter 4:12 /R=1" 1/4"- 1-R --1/2" i,R=1/2" Slope 1:12 90° (o I { 6" CURB & GUTTER 0.049 Cu. Yd. Per. Lin. Ft. 12" R=UL' R=12'_.r `r • a .• a d A . •,, ceROLLED CURB & GUTTER 0.048 Cu. Yd. Per Lin Ft. r R =1/2" L i R =1/2'� 4 • r • er • 90° a 1/4" Batter 4:12 8" CURB, 0.032 Cu. Yd. Per Lin. Ft. 6" rR=1/21kI 11/4' Batter 4:12 .• • 90° ' • 6"CURB 0.027 Cu.-Yd. Per Lin Ft CITY OF FONTANA,CALIFORNIA CURB & GUTTER Scale I".=8' Drown By Gar109 Checked By I Porter Approved City Engineer • Date ✓%/3 .77 STD. DETAIL • 101 HYDROLOGY DATA NODE Q 10 Q 100 101 1.6 2.3 102 2.6 3.8 103 3.7 5.6 104 4.4 6.6 105 7.5 11.1 106 11.2 16.7 107 15.0 22.4 108 19.7 29.4 111 1.9 2.9 121 0.7 1.1 122 2.3 3.6 131 2.4 3.7 132 3.2 5.0 141 0.7 1.0 142 2.2 3.5 143 3.5 5.5 144 4.2 6.6 201 2.3 3.6 202 3.6 5.6 203 4.3 6.7 204 4.7 7.3 205 24.5 36.3 301 3.2 4.9 302 4.7 7.3 303 6.2 9.7 304 7.0 11.0 305 7.4 11.7 306 7.6 12.2 401 3.9 5.9 402 6.2 9.5 403 7.2 11.2 404 7.8 12.2 405 16.1 25.4 500 38.3 59.8 -�� HG14221A.010 r-� DETAILED FORMAT 1D-YEAR HYDROLOGY »»>Y7GYGIiJ ilatll 7Wli iJ11Y01 mV 17 il14WVJ««< 9 = 3000 SI OO'ZO1 300N Oi 00'101 300N WObd SS3306d MOldII *************************************************************************** 85'1 = (Sd3)31'ab MOId 'AV3d S8' _ (S3b3'v)v3bV 1YIOI 89' 1 = (Sd0)ddONflb 'v3b'v8AF 088£' _ (bH/HoNI)wd '31V21 SSOI v36V8ilS 3dOV/S9NI113M0 01-8 <-1VI1N3OiS3b 4„ SI NOI1'v3idiSSv13 IIOS 1St''Z = (biiOH/HONI)AiISN31Ni 1lVdNIV8 b'v3A 01 00L'll = OZ' **[(0£'Z )/(00'£ **00'01ti )]*LE' _•('N1W)31 0£1 = (133d)33N3b3ddI0 NOIl'VA313 OZ'SL6 = (133d)NOI1VA313 WVJb1$NMOO 05'LL6 = (133d)NOI1VA313 W'v3b1Sdil 00'011/ = (133d)H19N31-MOId V3bv8fS 1'V1I1NI OZ' **[(39N'YH3 NOI1YA313)/(OO'£ **H10N31)1*01 = Oi 363'V/S0NI113M0 01-8 <- 1V1iN3OIS36 AlIW'vd 319NIS SI iN3Wd013A30 >>»>SISA IVNV 'v36'vSfS lVIIINI OOH13W lVNOil'ab««< , Z = 3000 SI 00'101 300N 01 00'001 300N WObd s-S330bd MOId **************************************************************************** 0009' = 3Abii3 NOil'abi1O AliSN31NI d0 3dOlS 1616' = (611OH/HONi)AliSN31Ni bfOH-i 00'01 = 1N3A3 WbO1S :VIVO AiiSN3iNI 11VdNlv6 031ldWO3 0££'l = (6i10H/HONI)AliSN31NI 31fNIW-09 ROE bv3A-OOL 016' _ (bAOH/HoNI)AiISN31NI 31ilNIW-09 WbOIS bv3A-01 *11VdNIV nod OJSfl NOIiV10db3iNi OIWH1I6'VJ01 03Nid30-b3Sfl* 06' = 3du'iS NOIi0ibd b0d 3Sil Oi (1VWI030)S1N3i0v69 dO 1N33b3d O3Idi33dS 00'81 = (HONi)3ZIS did WflWINIW 03idi33d; .00'01 = (n'v3A)iN3A3 Wb01S O3idI03dS b3SA --*13O0W NOilvbiN30N00-d0-3WIi*-- :NOIiVW60ANI 1300W 3llfvbGAH ONv A9010n0AH 031d133dS b3Sfl 6861/SZ/S 8£:11 :AOn1S dO 31V0/3Wi1 O10'V1ZZvl9H\1ZZMIl\:O :3W'VN 31Id ************************************************************************** * '0Z-89S-818 L0116 VO '4N3OVS'Vd 13361S Ob'v1VW 869Z 'ONI AN'VdW03 NVH31fl0oW * * 6861'9Z AVW * I * .390I6H1110S„ - 1ZZtrt JOVbi - 'VN'v1NOd dO Ali3 - ONIObYN2138 NVS d0 A1Nl03 * ************************** AOl1S dO NOildib0S30 ************************** 96£tr-S6L (8l8) Xvd 17L17Z-895 (818) L0116 eLuuo}LLe0 'euapesed :468J4S oue}eW 869Z. •oui 'AuedWa3 ueyo;n3oW :/q paJedaJd sLsiieuv lv6Z # [QLJaS 88/80/L :a4e0 aseele8 VZ'S 'uaA (sae) aJeM44o9 SuLJaauL6u3 paouenpv 88-£861 146Luido3 (3) (NOI2i31i213 A9010bOAH '00 ONIO6'VNb38 NYS 9861 :aduaJa4a8) 3OVN0'Vd WVbO0 d d3ifldWO0 401060AH OOHI3W l'YNOilvb **************************************************************************** UPSTREAM ELEVATION(FEET) = 975.20 DOWNSTREAM ELEVATION(FEET) = 969.51 STREET LENGTH(FEET) = 330.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 JUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.14 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 5.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.20 PRODUCT OF DEPTH&VELOCITY = .99 STREET FLOW TRAVEL TIME(MIN.) = 1.72 TC(MIN.) = 13.42 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.257 SOIL CLASSIFICATION IS 'A" RESIDENTIAL-? 8-10 DWELLINGS/ACRE SUBAREA. LOSS RATE, Fm(INCH/HR) _ .3880 SUBAREA AREA(ACRES) = .67 SUBAREA RUNOFF(CFS) = 1.13 EFFECTIVE AREA(ACRES) = 1.52 AVERAGED Fm(INCH/HR) _ .39 TOTAL AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) = 2.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 5.77 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY = 1.10 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 II' ?????COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(« « UPSTREAM ELEVATION(FEET) = 969.11 DOWNSTREAM ELEVATION(FEET) = 968.53 STREET LENGTH(FEET) = 40.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN•TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.16 STREET FLOW MODEL RESULTS: 'STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 6.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 PRODUCT OF DEPTH&VELOCITY = 1.18 STREET FLOW TRAVEL TIME(MIN.) _ .20 TC(MIN.) = 13.62 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.237 SOIL CLASSIFICATION IS "A" RESIDENTIAL-? 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3880 SUBAREA AREA(ACRES) = .72 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 2.24 AVERAGED Fm(INCH/HR) _ .39 TOTAL AREA(ACRES) = 2.24 PEAK FLOW RATE(CFS) = 3.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = F.98 FLOW VELOCITY(FEET/SEC.) = 3.48 DEPTH*VELOCITY = 1.31 **************************************************************************** rink, Donrrsr ronM Mnnr inl nn Tn Alnnr Ind nn TC rnnr - it'l = Aii30i3A*Hid30 Z'£ _ ('33S/i33d)AiI3O13A MOij tr6.8 = (i33j)H10iM 0001j 133diSj1VH 9V' _ (1.33d)Hid30 :S3i10'Vd0AH MOlj 133d1S 'v3d'v9fS d0 ON3 1l'S = (Sd3)31vd M01J )I'V3d V£'£ = (S3d3v)'v3'v ivi01 6£' = (H/HONI)iiij 039vd3Av V£'t = (S38av)v3dv 3Ai1O3dj3 10'1 = (Sd3)ddON1d 'V3d'V0flS 99' _ (S3dov)v3v v3dv8fS 088£' = (dH/H3NI)'ld '31'vd SSOI 'v3d'v8fS 3d3'V/S9NI113M0 01-8 <-iYIIN30IS3d Nvu SI NOIl'v3idiSSv13 liOS L80'6 = (diioH/HSNI)AIISN31NI 11vdNi'vd dv3A 01 66'91 = ('NIW)31 Str'1 = ('NIW)3WI1 130211 MO1A 133d1S 1V'1 = ALI3013AiNid30 dO 13f100dd ' 60'£ _ ('33S/i33d)A1I3013A Mold 39'vd3AV V6'8 = (133J)H10IM 0001J 133d1Sd1VH 9tr' _ (133d)Hid30 MO1d 133d1S :SilAS3d 1300W MOlj 133d1S 16'tr = (Sj3)M0Ij N'v3W 9NISl 03ildWO3 3Wii 13A'vdl** 1 = dd0Ni1d ONiiAdd'v3 S133d1Sd 1VH j0 d38Wi1N 031ji33dS CVO' = (10r330)11vjSSOd3 133diS 30i51i10 OZO' = (1vwI330)11VASSOd3 133d1S d0Id31NI 00'01 = (133j))1v3d830'vd0 11VdSSOd3 01 NMOd3 WOdd 3ONv1SI0 00'81 = (133d)H10iMdi'VH 133d1S '3 = (S3H3NI)HisI3H ono 00'012 = (133j)H19N31 1336iS £Z•S96 = (133j)N0i1'VA313 W'v3diSNM00 11'896 = (133d)NOIIVA3l3 W'v3iSd0 »>»'v3d'v8fS fl Hi 3Wii 13A'vdi MOij 133diS 310dW03««< 9 = 3003 SI 00'901 300N 01 00'1'701 300N WOdd SS330dd MOId *************************************************************************4 1£'1 = AiI3013A*Hid30 60'£ _ ('33S/133d)A1I3013A MOIJ 1£'8 = (i33j)HIa1M 0001d 133d1Sj1VH Ztr' _ (133d)H1d30 :SOINV60AH Mold 133diS 'v3dV8f1S j0 ON3 1tr•17 = (Sj0)31vd MOId 'AV3d 89'6 = (S3d3V)V3dv 1'v101 6£' _ (dH/HONI)wd 039'vd3Av 89'6 = (S3d3V)v3dv 3A1133jd3 Zt' = (Sj3)jjONAd 'v36vanS Vtr' _ (S3dov)v3dv 'v3dvons 088£' _ (dH/H3NI) j '31'V6 SS01 v3d'vBi1S 363V/S0Ni113M0 01-8 <-1'TI1N30IS3d .Vo SI iNOIIVOiJISSY13 IIOS 916'6 = (dflOH/H3Ni)A1ISN31NI 11VdNlvd 6'v3A 01 4i8•£1 = ('NIW)31 16' _ ('NIW)341 13Avd1 MOIj 133diS 12' l = A1i3013AiH1d30 dO 13f100dd Zl'S = ('33S/133j)A1I3013A M01d 39vd3A'v 08't = (133d)H10IM 0001d 133d1Sd1'VH ltr' _ (i33d)H1d30 MOId 133d1S :S11fS3d 1300W MOId 133d1S. 60'tr = (Sj3)M01d N'v3W 9NISfl 031fidWO3 3WI1 13Avdl** 1 = ddONfld 9NIAddV3 Si33d1Sd1'VH dO d38WfN 03IdI33dS 0170' = (1vwI330)11vdSSOd3 133d1S 301slA0 O20' _ (1vWI030)11vdSS0d3 133d1S d0Id31NI 00'01 = (133d)li'v3d830'vd9 11VdSS0d3 01 NM0d3 WOdd 33NVISIO 00'81 = (133d)H10IMd1'vH 13361S '9 = (S3H3NI)H19i3H 8dl3 00'Otr = (133d)H19N31 133diS 11'896 = (133d)NOIi'vA313 W'v3d1SNM00 £S'896 = (133d)NOI1'YA313 W'V3d1Shc 1 1 1 1 »>»'v3d'v8fS fidH1 3Wii 13Avd1 MOId 133d1S 31f1dW03<«« LL'9 = (133d)H1GIM 0001d 133a1SdiVH P£' _ (133d)H1d3o :SOIlf1VHAH MOld 133a1S 'V3a'V9fS dO ON3 £6'Z = (Sd0)31V6 Mold Wv3d L6'L = (S3aa'v)'v3av 1V101 6£' _ (dH/HONI)wd 030V63AV Lv'L = (S360v)V3av 3Ai103dd3 SZ' L = (sd3)ddoNm V3a'v8ns 09' _ (S380V)vi6v 'v3a'veAS 088£' _.(dH/HONI)wd `31V6 SSO1'V36'V9fS 3d3V/S0Nil13M0 0L-8 <-1'VI1N30IS3a NOii'V0IdiSSVl3 IIOS 869'Z = (dAOH/HONI)A1iSN3iNi ll'VdNiVB a'VJA OL L5'6 = ('NIW)31 59'L = ('NIW)3WI1 13AVa1 MOld 13381S 60' L = A1IO013AiHid3G dO 13lOOdd 5£'£ = ('03S/133d),liIOOl3A Mold 39'v83AV 111 LL'S = (133d)H1GIM 0001d 133a1Sh1'VH ££' _ (133d)H1d30 MOld 133a1S S11f1S3a i300W MOId 133a1S rS'Z = (Sd0)Mold N'V3W 9NiSi1 031NWOO 3WI1 l3AV81** = ddONfa ONIAddV0 S13361Shc'VH dO 638Wi1N 03IdIO3dS On' _ 1vwi030)11'vdSSOaO i33a15 30iSifiO 0Z0' - (1vWio30)llvdSSOn3 133aiS a0ia3iNI 00'OL = (133d)AV3a830'va'v 11'VdSS0b3 01 NMOd3 WOad 3ONV1SIO 00'8L = (133d)H1OIMd1VH 13361S '9 = (S3HONI)Hi9i3H 8ai1O 00'Otr£ _ (133d)H19N31 i33a1S £Z'S96 = (133d)NOIi'vA3 13 W'V3aiSNMOO 08' LL6 = (133d)NOIlvA3 13 WV3a1Sdfl »>»43a'VSfS fiaH1 3Wi1 13A'V 1 MOld 133diS 3lfdWOo««< 9 = 3000 SI 00'90l 300N 01 00'LLL 300N WOad SS300ad MOld *********************:****************************************************** 1 Z6' L = (Sd3)3iVa MOld )I'V3d L8' _ (S3a3'v)V3a'v 1'v10i Z6' L = (SdO)ddoNfia 'V3a'v8AS 066£' _ (aH/HONi)wd '31Va SSO1 'v3a'V8f1S 3d3'V/SONI113M0 0L-8 <-l'ViiN3GiS36 u'vu SI NOil'VOIdiSS'VlO lIOS LLO'£ _ (00H/HONi)AlISN3iNI 11VdNi'Vd aV3 OL £LZ'8 = 0Z' **[(06'S )/(OO'£ **00'Sl£ )]£' _ ('NIW)01 ' 06'S = (133d)30N33ddI0 NOI1'VA313 08'LL6 = (133d)NOIIVA313 W'V3a1SNM00 0L'LL6 _ (133d)NOI1vA313 W'V381.Sdf1 00'SL£ (133d)H19N31-MOld 'V38'V95 IVIiINI 0Z' **[(30NVH0 N0i1'VA313)/(00'£ **H19N31)]*1i = Oi 3d0V/SSNI113M0 OHS <- 1Vi1N30IS3a AliWVd 319NIS SI 1N3Wd013A30 >»»SISAI'VNY V3iV8f1S l'VIIINI 0OH13W 1VNOilVa««< Z = 3000 Si 00'lll 300N 01 00'011 300N Woad SS300ad MOld **************************************************************************** = 33N3i1ldNO0 iV (Sd0)31v8 Mold N'V3d _ (S3a0'v)v3v WV3a1S 1ViOi 5£'£ _ (S3aov)V3av Wv3a1S 3AI133dd3 6£' _ (aH/H3Ni)wd O3S'va3A'V 60'Z = (aH/HONI)A1ISN31NI llVdNiVd 6Z'Sl = ('NIW)NOI1'Vd1w3ON00 dO 3WI1, :3aV 1 W'v381S 1N30N3d30Ni aOd 03Sl S3iii'vA 30N30ldN0;; Z = SW'V3d1S dO 838Wf1N l'v101 »>»30N3f11dN00 aOd WV3aiS 1N30N3d3GNI 3iVN9iS3O«<« = 3000 SI 00'S01 300N 01 OO'tiOL 30ON WOad SS300ad Mold **************************************************************************** * 4,4c•RT..R.F.R.F•F Ak4.T.R.F 4, 4,4,1. ,54nm TT m TTT,TTTMT mm mTMTTTTTT,mmTm 69' _ (SH0)31v21 MOiH 1i'v3d i£' _ (S3d3v)'v32i'v 1v1O1 69' _ (sH3)HHONn8 'V36'Y8fS 088£' _ (dH/HONI)wd '31'Vd SSOI 'v3d'v8fS 3b3'V/SONI113M0 OL-8 <-1'VI1N30iS3d n'vn SI NOii'v3IHISSVi3 ll0s LL8'Z = (dfIOH/H3NI)A1iSN31NI 11vdNivd V3A OL 9S6'8 = OZ' **[(0S'Z )/(00'£ **00'OiZ )]*vL£' _ ('NIW)01 OS'Z = (133d)33N3d3HHI0 NOI1VA313 00'9LS • = (133d)NOi1VA313 Wv3d1SNMOG 0S'8L6 = (i33d)NOi!YA3i3 03211Sdit OO'0LZ = (1.33H)Hi9N31-MOId 'V3d'VBfS iviliNi OZ' **[(39NVH3 NOI1'VA313)/(O0`£ **Hi9N31)]*N = 01 3'3'v/SONI113M0 Ol-8 <- 1'vi1N30iS3d•nliW'Vd 319NIS SI 1N3Wd013A30 »>»SISAi'VN'v vJd'v8fS l'VI1INi 00H13W 1VNOIlvd««< Z = 3000 SI 0O'lZi 300N 01 OO'OZL 300N NUJ SS300dd MOTH **************************************************************************** 1 9ti' L = 30N3lldNO3 iv (sH0)31'vd MO1J Wad SL' V = (53n3v)'v3d'v W'F3d1S 1'v10i 69'£ _ (S3dov)'v3d'v AV3N1S 3AI133dd3 6£' _ (bHIHONi)wd 030Vd3AV OL'Z = (dH/HoNi)AiisN31NI iiVHNi'vd L6'6 = ('NIW)NOIivd1N33NO3 dO 3WI1 :36V l W'v3diS 1N30N3d30Ni dOH 03sf1 Safi 1VA 30N3il1dNO3 Z = SW'v3diS dO .d38WilW lvlOi >30N3111dN00 8Od WV3d1S 1N3GN3d30Ni 31'VN9I530« «< = 3003 Si 00'90L 300N Oi 00'SOL 300N WOdd SS330dd MOld **************************************************************************** = S3d0'v)v3dv 1'v1O1 5£' = CdH/HONI)wd 039vd3A'v 6S'£ _ (s3d3v)v33'v 3Ai133HH3 896'6 = ('NIW)Di 917'L = (Sd3)31'v21 MOld )1'v3d :5M0110d SV 36V S31'VWI1S3 33N3f11HNO3 031f1dW03 6S'£ 88£' L6'6 9V'L Z SL"v 88£' 6Z'SL 9Z'L (s3b3'v)dv (BH/HoNI)wd ('NIW)01 (SH3)0 • ** 318vi 31vd MOld Hv3d ** 'SWv381S Z n0d G3Sil ' iflWdOH 33N3fiidNO3 0I1Vd NOI1'vB1N33N00 HO 3WI1 GNv AliSN31NI liVdNIvd £6'Z = 33N3l1dNO3 1V (Sd3)31Vd MOld Wv3d Lv'L = (S3210'v)v3dv Wv3d1S iv101 = (S3d3v)v3d'v 03d1S 311i103HH3 6£' = NH/H3NI)wd G30vN3AV. OL'Z = (dH/H3Ni)A1ISN31NI ll'vdNIvd L6'6 = ('NIw)NOI1'v211N33N00 dO 3WI1 :RV Z WV3dis iN3GN3d30NI dOd G3Sf1 S3livA 3301idNO3 Z = SWV331S do d38Wf1N 1v101 >>»>01lVA W'v3d1S 033N3f11dNO3 Sl0Id'VA 31fdW03 GNv««<• »»>33N3flldNO3 d0d W'V3d1S iN3GN3d3GNI 31YN9is30««< = 3000 SI 00'SOL 3GON 01 00'1,14 300N WOdd SS3302id MOld **************************************************************************** v£'l = A1i0013A*Hid30 9S'£ _ ('03S/133d)AiIO013A MOld 86'9 = (133j)HiaiM 0001j 13.3a1Sd1TH 8£' = (133d)Hid30 'SOI lfvaQAH MOIj 13381S 'v3aysns d0 0N3 8'£ = (Sd3)31'va MOld W'v3d 8l'Z = (S3a3v)v3a'v 1viO1 6£' = (aH/HONI)wd 039'va3nv 8l'Z = (S3d3v)v3av 3Aii33dd3 lt' L = (sj3)ddoNfia 'v3av9fS 86' _ (S3aov)v3av v3aysnS 088£' _ (6H/H3NI)wd '31va Ss01 v3av8i1S 3a0'v/S9Nili3MG Oi-8 <—iv1iN3OIS3a vn SI NOiiV3IyiSSvi3 lIOS O££'Z = (afiOH/HONI)AiiSN31NI ii'vdNl'va av3A Oi £l'Zi = ('NIW)01 8t'l = ('NIW)3WI1 13Aval MOld 133aiS = AiI3O13A Hid30 dO 1Ol00ad Z£'£ = ('03S/133d)AI10013A MOld 39v2I3AV 89'9 = (i33d)HIGIM 0001j 13381Sd1VH 9£' _ (133j)Hid30 MOld 133a1S 'SiiflS3a 1300W MOld 133a1S _ (sd3)M0Id NV3W 9NISl 031f1dWOO 3WIi 13A'v61** = ddONfia 9NIAaaVO S133aiSdi'VH j0 a38Wi1N 031di33dS 00' = (1VWI030)11vjSSOa3 133aiS 3GiSifO ozo. = (ivWI330)iivdSS0a3 13361S aOia3!Ni 00'Ol = (i33d)i'v3a83G'va9 1ivdSS063 01 NMOa3 WOad 3ON'v1Si0 • 00'8l = (133d)HiQIMdi'VH i336lS '9 = (S3HONI)HisI3H 8af13 00'SS£ _ (133j)Hi9N31 i33a1S Z0'996 = 133j NOI1'VA313 W'V3aiSNM00 09'Lt6 = 133d)NOI1'YA313 W'V36iShc »>»43av9fS fiai ii 3WIi i3A'val MOld 133a1S 31f1dWO3««< 9 = 3000 SI 00'90L 300N Ol OO'ZZL 300N WOad SS30Oad MOld **************************************************************************** I OO'i = Ali3013A*Hid3G LO'£ _ ('03S/133d)Aii30l3A MOld tt'S = (133d)HiGIM 0001j 133a1Sj1'VH ££' _ (133d)Hid30 :S011(1Vd0AH MOld 133aiS v3av8f0 d0.0N3 7£'Z = (SdO)31va MOld M'v3d OZ'l = (S3a0'v)'v32iv 1'V101 6£' _ (aH/HONI)wd 039va3Av OZ'L = (S3a3'V)V3a'V 3A11O3dd3 £tt' L = (sd3)ddoNila 'V3a'V8 lS 68' = (S3aov)v36v v36'V8fS 088£' _ (aH/HONI)wj '31va SSOi'V3av8fS 3aO'v/S9NIll3M0 01-8 <—i'VIiN30iS3a .V. SI NOilv3idiSSvi3 lIOS LSs'Z = (ailOH/HONI)AiiSN3iNi il'vdNiva 6'v3A O1 S6'Ol = ('NIW)31 66'i = ('NIW)3wll i3Aval MOld 133aiS 6t' = Aii30i3A Hid30 d0 i0000ad 89'Z = ('03S/i33d)AiI3O13A MOld 39'va3Av -96' = (i33d)HIOIM 0001J 13361SdiVH 6Z' = (133d)H1d30 MOld 133a1S :S1ifS3n 1300W MOld 1334S = (Sdo)MOId Nv3W 9NiSi1 031ldWOO 3WIi i3Aval** L = ddONi121 9NiAaa'VO S133a1Sdi'VH dO a38WilN 03IdiO3dS 0p0' _ (1VWIO30)ii'VdSSO213 13381S 30ISif10 OZO' _ (i'vwiO30)livdSSOa0 133aiS aOia31NI 00'0L = (i33d)Mv3a830'v69 iiVdSS0a3 Oi NMO63 WOad 3ONv1SIO 00'8L = (133d)HIOIMj1VH 1336iS '9 = (S3HONi)H19I3H BafO 00'0Z£ = (133d)H19N31 133a1S OS'lt6 = (133d)NO11vA313 WV3a1SNMOG 00'91,6 = (133d)NOIiVA313 038iSdfl »>i'>'v3av8i1S tl H1 3Wil 13Aval MOld 133a1S 31fldW0O««< 9 = 3000 SI O0'ZZL 3GON 01 00'1Z1 3GON Woad SS3OOad MOld **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 106.00 IS CODE = 1 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<“ >» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESK«c< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.73 RAINFALL INTENSITY(INCH/HR) = 2.33 AVERAGED fm(INCH/HR) _ .39 EFFECTIVE STREAM AREA(ACRES) = 2.18 TOTAL STREAM AREA(ACRES) = 2.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.81 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 11.01 9.97 .388 5.29 2 10.60 15.29 .388 6.93 3 11.17 12.73 .388 6.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.17 Tc(MIN.) = 12.729 EFFECTIVE AREA(ACRES) = 6.37 AVERAGED Fm(INCH/HR) _ .39 TOTAL AREA(ACRES) _ ' 6.93 **************************************************************************** II,FLOW PROCESS FROM NODE • 106.00 TO NODE 107.00 IS CODE = 6 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUUBAREA< « < UPSTREAM ELEVATION(FEET) = 965.02 DOWNSTREAM ELEVATION(FEET) = 963.67 STREET LENGTH(FEET) = 190.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 IOUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.28 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .63 • HALFSTREET FLOOD WIDTH(FEET) = 17.69 AVERAGE FLOW VELOCITY(FEET/SEC,) = 2 88 PRODUCT OF DEPTH&VELOCITY = 1.82 ISTREET FLOW TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 13.83 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.217 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3880 SUBAREA AREA(ACRES) _ - .13 SUBAREA RUNOFF(CFS) _ .21 EFFECTIVE AREA(ACRES) = 6.50 AVERAGED Fm(INCH/HR) _ .39 ITOTAL AREA(ACRES) _ • 7.06 PEAK FLOW RATE(CFS) = 11.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 17.06 FLOW VELOCITY(FEET/SEC.) = 3.02 DEPTH*VELOCITY= 1.87 £1'1 = A1i3O13A*Hiid3G 10'£ = ('33S/133d)A1i3013A MOld 86'9 = (133d)H1GIM 0001d 133b1Sdi'VH 8£' _ (133j)Hid30 :S3I lilvdGAH Meld 133b1S V3dVBAS d0 0N3 ZZ'£ _ (Sd3)31v2i MOld NV3d S8'1 = (SMOV)V321V 1V101 6£' = (bH/HONI)wd 030'vb3AV S8'L = (S3d0'v)'d3nv 3AI103dd3 10'1 = (Sd3)ddONA'd V3b'v8fS 89' _ (S3bOV)'V38V V3bv811S 088£' = (bH/HoNI)wd '31Yb SSO1 Y3b'VBfS 3b3'V/S9NIli3M0 01-8 <-l'VI1N3Gi53b. v� SI NOI1'V3IdISSYl3 1IOS 6Z£'Z = (HOH/H3NiWISN31NI llddNi'vb b'V3A OL 8L'ZL (*Niw)3i ££'1 = ('NIw)3WIi 13AVb1 MO1d 13361S 80'L= Aii3013AiH1d30 dO 10f100bd ZO'£ _ ('33S/133d)A1i3013A MOld 39Vd3AV 89'9 = (133d)HIGIM 0001d 13381Sd1VH 9£' _ (133j)Hid30 MOld 1332I1S ' S1111$3b 1300W MOld 133b1S 06'Z = (Sd3)M0ld N'V3W SNISO G31fldWO3 3WI1 13AV i** 1 = ddONflb ONIAdb'V3 S13361Sd 1'VH dO 638WflN 03Id133dS Oti0' _ (1'41C330)11'VjSSO213 13381S 3OiS1l0 no. = jvWI330)11'vdSSOb3 133biS b01b31NI 00'01 = (133d)1iv3b83Gvb9 llVdSSOb3 O1 NMOb3 WObd 33NP15i0 00'81 = (133d)HiOIMd1'vH 133aES '9 = (S3H3NI)H19I3H Bbn3 won = (133d)H19N31 133diS 3£'896 = (133d)NOI1VA313 WV3b1SNMOO O£'lL6 = (133d)NOI1VA313 W'V3biSdi »»>'v3b'v811S fl H1 3WI1 l3AVd1 MOld 13361S 3111dW03««< 9 = 3000 SI 00'Z£1 3GON 01 00'L£1 300N WObd SS300bd MOld *************************************************************************** 6£'Z = (Sd3)31'vb MOld NV3d LZ'L = (S3bov)V3bP iViOi 6£'Z = (sJo)JJoNmi V3b'YBfS 088£' = (bH/H3NI)wd '3i'vb SSO1 V36'YBflS 3b3'V/SONI113M0 O1-8 <-1VI1N30IS3b ,0Vu Si NOIiv3idiSSV13 110S Z86'Z = (bflOH/H3NI)A1ISN31Ni llYdNi'va b'v3A 01 696'11 = OZ' **((00'8 )/(00'£ **00'009 ))*VL£' _ ('NiW)31• 00'8 = (133d)30N3b3dd10 NOI1VA313 O£'LL6 = (133d)NOI1'YA313 WV3b1SNMOG G£'6L6 = (133d)NOI1'YA313 WV3b1Shc 00'009 = (133d)H10N31-M01d V3bV8CS 1PIIINI OZ' **[(39N'vH3 NOI1VA313)/(00'£ **Hi0N31)]*M = 31 3d0V/S9Ni113M0 01-8 <- l'VI1N3OiS3d AlIW'vd 319NIS SI iN3Wd013A30 »»>SISA 1'VN'V 'V3bP8flS 1'YIIINI 00Hi3W l'YNOI1'V ««< Z = 3003 Si 00'1£L 300N 01 00'0£L 300N WObd SS330bd MOld **************************************************************************** Ll'LL = 33N3lldNO3 iV (Sd0)31'Vd MOld NV3d 90'L = (S3b3v)V3bv WV361S 1V1O1 09'9 = (S3b3v)V3bV WV3b1S 3A1l33dd3 6£' _ (6H/H3NI)wd 039Pb3AV ZZ'Z = (bH/H3NI)A1iSN31NI ll'VdNivb £8'£1 = ('NIW)NOi1vb1N33NO3 dO 3WIi 3bv 1 WY3b1S 1N3ON3d3ONi b0d 03511 S3(lhW 33N3AldNO3 Z = SWV3b1S d0 b38WfiN 1V101 1 1 » »>33N3flldNO3 bOd WV3b1S 1N3GN3d30Ni 31YN9IS30 « « < = 3003 Si 00'LOL 300N 01 00'90L 300N WObd SS330bd MOld 6£'6=.(S363v)V361 1''1101 5£' = (6H/H3NI)u 039va3AV 08'8 = (S380v)136'1 3A1133dd3 8SL'£L = 10'51 = (Sd3)31'v6 MOId 'A'v3d • ,SM0110d SV 3aV S31VW11S3 33N301dNO3 O3ildW03 08'8 88£' 9L'£L 10'51 6£'6 88£' 6£'91 86'£L £8'S 88£' £8'£L OO'SL 6Z'L • 88£' Z0'Ll Z9"171 • 1 (S360'v)dv (aH/HoNI)Lud ('NIW)01 (Sd3)d ** 318V1 31'01 MOId NV3d ** 'SW'V361S Z 60d 03Sfl Vlfl'J Od 33N3f11HNO3 011'vd NOil'vaiN33NO3 dO 341 ON'V A1ISN31NI ]1VdNlV6 58'£ - 33N3lldNO3 IV (Sd3)3116 MOId 03d ££'Z'Z' _ (S3bov)v36v WV36iS l'v1Oi ££' Z = (S3a01)136'v W1361S 3AIi33dd3 6£' _ (6N/H3NI)wd 0391630 ZZ'Z = (6H/H3NI)AiISN3iNI IIVdNi'va 9L'£1 = ('NIW)NOiiV iN33NO3 d0 3WIi '3av Z W'V3aiS 1N3GN3d3GNI a0d 03Si1 S3l1YA 33N3f1idNO3 Z = SWV361S dO 638Wi1N 1'V101 >>»>S301VA W'V361S 033N3lidNO3 snoi6vA 3111dWO3 GN'v<«« »»>33N3i11dNO3 60d' W'V3aiS 1N30N3d3GNi 31VN91S30««< 1 = 3003 Si 00'LOL 300N 0i 00'Z£L GOON Woad SS3306d MOId **************************************************************************** yv'l = A1i3013A*Hid30 LO'ti = ('33S/133d)Aii3013A MOId 85'9 = (133d)H1OIM 0001d 1336iSdi'VH 9£' _ (i33d)H1d30 :S3I1060AH MOid 133a1S v3avSfS d0 ON3 58'£ _ (S43)310i.MOld )i'v3d i£'Z = (S3aov)v36v 1'1101 6£' = (6H/H0NI)Lud 03903A'V ££'Z = (S3a3V)V361 3Ai133dd3 6L' _ (Sd3)ddoNna v3avans 8V' _ (S363V)'V36V v3a'V9fS 088£' _ (6H/H3NI)uld '31V6 SS01'V36V8fS 363V/SONI1i3M0 O1-8 <-1ViiN30iS36 ovn SI NOi1V3IJiSSV13 i1OS 'vZZ'Z = (6110H/HoNI)A1ISN31NI ilvdNIV6 6V3A OL 9L'£1 = ('NIW)01 L6' _ ('NIW)3Wii 13AV61 MOId 13361S S£'l = AiI3013A'3H1d30 d0 13l00Nd LL'£ _ ('33S%133d)A1I3013A MOIJ 391630 SG'9 = (133d)H10IM 0001d 133a1SdiVH 9£' _ (i33d)Hi(130 MOid 13361S :5111153a 1300W MOId 13361S Z9'£ _ (Sd3)M0id NV3W 9NiSl 03111000 3WIi 13A121** L = ddONfla 9NIA6610 Si33a1Sd1VH d0 638Wi1N 03IdI33dS 0V0' _ (l'vWi33G)1iYdSS0a3 i33d1S 30IS1i10 OZO' _ (i'YW1330)11VdSS063 133aiS 60Ia3iNi 00'01 = (133d) V3a83GVa9 11'vdSS063 01 NM063 WOad 33NV1SI0 00'81 = (133d)HiOIMd1VH 13361S '9 = (S3H3NI)H19I3H 8al3 00'OZZ = (133d)H19N31 13361S - L9'£96 = (133d)N0i1'VA313 W'V3aiSNMO0 0£'896 = (133d)NOI1VA313 WV3aiSdfi. »»>V3a'V9flS faHl 3;tiIl 13A01l MOld 13381S 31fdW03««< 9 = 3000 SI 00'LOL 300N 01 0O'Z£1 300N WOad SS3306d Mold **************************************************************************** t 1 1 1 1 1 LCi; 0 = U6 **LILU 6 //\UU G **UU UL4 !J*VLG £O'Z = (i33d)30N3d3ddiO NOIi'VA313 0£'LL6 = (133d)NOI1VA313 0361SNMOG £E'6L6 = (133d)NOI1'VA313 Wv3diSdfl OO'OLZ• = (i33d)Hi0N3 i-MOid 'v3n'VSfS MINI 0Z' **i(300H0 N0I1VA313)/(00'E **H10N31)]*ii = 0i 3d3v/SONi113M0 01-8 <- 1'YI1NSOIS36 AIIW'vd 310NIS SI iN3Wd013A30 »»>SISX 1VNV V36'Y8fS 1'vlllNi 00Hi3W 1VNeiivd<«« = 3000 SI 00'la1 SOON 01 00'0at 300N WOdd SS3002id MOld **************************************************************************** 10' S l = 30N3l1dN00 iv (Sd3)31v8 MOld N'v3d tv'6 = (s3d3V)v38v W'v3d1S 1v101 Z8'8 = (53d0v)'v3dv Wv36iS 3AI103dd3 _ (6H/H3NI)ud 030V63AV OZ'Z (nH/HONI)A1ISN31Ni iivdNIV 86'£1 = ('NIW)Neil'vd1N33NO3 dO 3wii :32:1v t 0361S iN3ON3d30Ni b0d OSSA slim 33N3f1 dNO3 Z = SW'v3diS dO d38WfN ivlOi »»>30N3i11dNO3 210d W'V3d1S 1N30N3d3ONi 31YN9IS3G««< t = 3000 Si 00'801 300N 01 00'LOl 300N WOtd SS33edd MOld **************************************************************************** 06'l = A1i0013A*H1d30 86'Z = ('339/133d)A1I3013A MOld 00'8l = (133d)H1GiM 0001d 13361Sh1'vH #9' _ (133d)H1d30 'S0i ifY 0AH MOld 13381S v3dY8l5 dO OH LO'yl = (Sd3)31'a23 MOld )iV3d V 6 = (S363'v)V3d'v 1'V101 6£' _ (6H/H3NI)wd 030 63A'V Z8'8 = (S380v)v38'v 3AI103dd_ £0' = (SdO)dONM 'v3d'vans • ZO' _ (s3d0'v)'v3dv v3d'v8fls 088£' = (dH/H3NI)ld '31'ad 5501 'v3dv9fS 3213'V/SONiii3M0 01-8 <-l'viiN30IS36 „'V 1 SI N0i1'V3IdISSV i3. IiOS ZOZ'Z = (dfOH/H3NI)AiiSN3iNi ilvdNi'Vd ilV3A 01 86'£l = ('NIW)01 ZZ' _ ('N1W)3W11 i3AV i Mid i3361S 06't = A1I3e13AiHid30 dO 101100dd 86'Z _ ('03S/133d)A1I0013A Meld 30'vd3AV 00'8t = (133d)H1OIM 0001d 133d1Sh1vH #9' _ (133d)H1d30 MOld 13361S :SilflS36 1300W MOld 133d1S lv'Z = ('03S/i33d)A1i3013A liidS = (133d)HIGIM 000id 1IldS Zv' _ (133d)H1d30 1IidS 36'Z = (.03S/133d)A/10013A 133d1S-dl'YH iild 00'8l = (133d)H1OIM 0001d v9' _ (133d)H1d30 lild ***NM0213-133d1S d3A0 SlildS Mold 133211S*** £0'51 = (Sd3)MOId Nv3W ONiSfl 031ldW03 3WI1 13Avdi** = dd0Nld ONind'dv3 Si33211Sd1VH dO d38W11N G3IdI03dS 0v0' = (lVWi33O)ll'VdSS083 133d1S 3GIsino on* _ (lvWI03G)ll'vdsbOd3 133d1S 60Id31Nl 00'01 = (133d)iiv3d'a3O'v8s 11'vdSSe63 01 NM0d3 WOdd 33Nvi5IO 00'8t = (133d)HIOIMdiVH 13381S '8 = (S3H3Ni)H10i3H Sdi13 00'0v • = (i33d)H10N31 13381S' 6£'£96 = (i33d)NOIi'vA313 0361SNMOO. L9'696 _ (133d)N0I1VA313 WV381S0 t >»»'V3dV8l5 ldHi 3WI1 l3AVd1 MOld 133diS 31ldW03««< 9 = 3000 SI 00'80l 30ON 01 00'LOi 300N WOdd SS3302id M01d ****************************************************************************. III I1 v♦ I.v4irv•dAvv• Iv i.vv 0E7, = (lOH/HONI A1ISN31Ni li'c3Ni'vb dtl3A Ol 0Z'£l = ('Niw)31 98'1 = ('NIW)3wI1 13A'vdl MO14 133d1S SO'i = A1i0O13A1Hid30 dO i311GOdd 3L'Z = ('33S/133d)A1I0013A MOld 30Vd3Av 86'9 = (133d)HiGIM 0001d i33d1Sh1'VH 8£' _ (i33d)H1d3G MOld 133diS :SilflS3d 1300W MOld 133d1S 86' Z = (SdO)MO id N'v3W 9NISfl 0310dWO0 341 i3AVd1** l = ddONAd 9NiAdd'V0 S133diSdWWH JO 638WfM 03IdI33dS 0v0' _ (lVMI030)1l'VJSS0d0 133d1S 3O Sil0 OZO' _ (i'vWIO3G)ll'vdssod3 133d1S d0ia31Ni 3O.0i = (1 3d)M'V3d830'vd9 liVdSSOd3 01 NMO83 WOdd 33N'v1SIG 00'8L = (133d)HIGIMdlVH 133d1S = (S3H3NI)Hi0I3H 9df13 00'O1£ = (133d)H19N31 133diS 09'696 = (133d)NOIJA313 Wv3diSNMOO 08'ZL6 = (133d)N0I1VA313 W'Q3d1Shc »»>'v3d'va11S fidH1 3Wi1 13AV61 MOld 133d1S 3i0dWOOm<< 9 = 3000 SI 0O'£trl 300N 01 O0'Zti 3GON Woad SS330dd MOld *************************************************************************** 96' = A1I3073A*Hid30 176.Z = ('036/133d)AiI0013A•MOId LL'S = (133d)H1OIM 0001d 133d1Shc'vH ££' _ (133d)H1d30 :SOilll'vdOAH MOld 133d1S 'V3d'vafS dO GN3 vZ' Z = (Sdo)31'vd MOld )IV3d 8l' l = (S3dod)'v36'v lV101 6£' = (dH/H3NI)wd G39'vd3A'V al'l = (S3d0'v)'V3d'v 3Ai103dd3 S9' l = (Sd0)ddONll6 'V3d'vaflS L8' _ (S3d3Y)V3dV 'v3d'v8IIS 088£' = (NH/HONI)wd '31'Vd SSO1 'V3d'VBAS 3d0'v/SONI1i3MO 0i-8 <-1'VIiN30iS3d „'v„ SI NOIi'YOIJISS'v13 IiOS L6v'Z = (HIIOH/HoNI)A1ISN31NI ll'VJNlvd d'V3A Ol S£'ll = ('NIW)01 .lu'Z = ('NI'W)3WI1 13A'Vdl MOld 133diS 9L' = AiI3O13AMHid3G dO 10000dd LS'Z = ('03S/133d)A1i0013A MOld 3S'vd3AV S6'v = (i33d)H1GIM 0001d 133d1Shc'YH 5Z' _ (133d)H1d30 MOld 133d1S :Silflg3d i300W MOId i33diS iS' l = (Sd3)MOId N'v3W 9NiSfl a31ldWO3 341 l3AVd1** = ddONAd 9NIAdd'V3 Si3361SdiVH 3O 63OWfN 03idi33dS 0170' _ (1'vwI330)1l'vdSS063 133d1S 3GiS1l0 0ZO' _ (1'vWI3301iYdSSOd3 i33d1S dOi631Ni 00'0L - (133d)rv3d830Vd9 ilidSS0d3 01 NM063 WOdd 3ON'ViSiO 1 00'8L = (133d)HialMJI'VH 133d1S '9 = (S3HoNI)H195H Belo 00'0l£ _ (133d)H19N31 133d1S O8'ZL6 = (133d)N0I1'VA313 Wd3d1SNM0G 0£'LL6 = (133d)NOi1VA313 Wv3d1Sd0 »>'v3d'V8fS IldH1 3Wii 13Avd1 MOld 133d1S 310dW03««< 9 = 3003 SI 00'Ztil 300N 0i 0O'LVI 3G0N WOdd SS300dd MOld **************************************************************************• L9' _ (Sd3)310 MOld k'v3d l£' _ (S3d3'V)'v3d'v 1V101 L9' _ (Sdo)ddoNlld V3d'v8fS 088£' _ (dH/HoNI)wd '31'vd SSO1 v3dYSfS 3d0'v/S9Ni1l3M0 01-8 <-lVI1N3GIS3d „'v„ SI NOI1v3Id1SSv13 1IOS 908.Z = (df10H/H3NI)AiiSN31Ni llVdNI'vd dv3A II Oi'Si = ('NiW}3i LS' _ ('NiW)3WI1 i3A'val MOld 133a1S 6S' L = AiiO0 i3AiHid3G JO 101100nd ZZ'v = ('03S/133d)A1I0013A MOld 39'v83Av 86'9 = (133j)H1OiM 0001J 13361Sh1'VH 8£' _ (133d)H1d30 MOld 1334S 'SilfS36 13GOW MOld 133n1S• ZS' y = (Sd3)MO id N'v3W JNISf 0310dWOO 3Wii 13A'v81** L = JJONi16 9NIAan'v3 Si33211Shc'VH JO 238Wf1N 03Idi33dS 0v0' _ (7VWI33G)11'VJSSOd3 133d1S 3GISino OZO' _ (l'vMi33G)il'vdSSOn3 133n1S b0I431NI 00'0L = (i3JJ)032i83GV O ll'VdSSOd3 01 NMOaO WObd 33N'v1SIG OO'8L = (133d)H1OIMd1'VH 133niS '9 = (S3HONI)Hi9I3H SHii3 00'0£t = (133d)H19N31 133n1S 9S'£96 = (133d)N0i1'VA313 Wv3n1SNMOG 01'L96 = (133j)NOI1vA313 1036!Sdfl t t t m»vRi'vafS fl8H1 3Wii l3Avb1 MOld 133n1S 31i1d'W03««< 9 = 3000 Si O0'80L 300N 01 OO'ttL 300N W06j SS330nd MOld **************************************************************************** O£'L = Aii3013A*H1d3G 6L'£ = ('33S/133d)A1I3013A MOld 08'L = (i33J)HIOIM 0001j 133H1Sh1'YH Lt' _ (133d)Hid30 :S3IinnaAH MOld 13331S 'V3n'v811S JO 0N3 5L't = (Sd3)31'vn MOld iiV3d 6S'Z = (S3uov)'V3bv 1V101 6£' = (nH/HONI)wd 039'vn3A'v 6S'Z = (S3H3V)V32iv 3AI133jj3 i8' _ (sd3)ddoNnd vldvanS tS' _ (S3nov)v36v vRiv8ns 088£' _ (nH/HoNI)wd SSO i Y3nv81iS 3a3V/SSNIii3M0 0i-8 <-11ii1N3GiS3n J. SI NOiiv3LdiSS'Vl3 110S £8L'Z = (6110H/HoNi)AmISN31NI iiVdNi'vb JV3A OL 6L't1 = ('iNIW)31 86' • _ ('NIW)3WIi i3A'anl MOlj 133diS O£ L = A1I3013AiH1d30 JO 131100nd L£'£ = ('33S/i33j)Aii0013A MOld 3JVd3A'V 6£'i = (133d)HluaiM G00ld 133d1Sdi'VH 6£' = (133d)H1d30 MOld 133n1S 'S1ifS36 1300W MOld 13381S £6'£ _ (Sj3)MOij N'v3W GNiSl 031ndW03 3Wii 13A'vn1** L = ddONlln ONIAHVO Si33n1Sh1'VH dO n30WfiN 03idi33dS Ot0' _ (i'VW1330)llYjSSO63 133bES 30IS1rO OZ0' = (10i330)ii'vdSS083 133211S aOin31Ni 00'01, = (133d)ii'v3d830'vbO llvdSSOn3 01 NMO63 Woad 3ON'v1SiO 00'8l = (133d)H10IMdl0 133n1S '9 = (S3H3NI)Hi913H 8nfi3 00'S6l = (133d)H19N31 133b1S 0l'i96 = (133d)NOiiVA313 WV3n1SNMOG 09'696 = (133d)NOI1'vA313 W'v3n1Sdfl x>»xli3b'v8i1S mu 3Wii 13A'vdl MOld 13381S.3111dM00<«« 9 = 3003 SI 00'ttL 3GON Oi 00'£tii 300N WOdd SS3302id MOld **************************************************************************** SU L = Aii3O13A*Hid30 t6'Z = ('33S/133d),11i3013A MOi 5£'L = (133d)H1OIM 0001d 1334Sh1'VH 6£' = (133d)H1d30 • :S3ilfi'vaGAH MOld 133nES V38'VBf1S j0 GN3 6fi'£ _ (Sd3)310 MOld 03d SO'Z = (S32130v3n'V 1Vi01 6£' _ (bH/HoNI)wd G39'vn3A'V SO'Z (S3n3'V)'V3nv 3AI133dd3 8tr' 1. = (Sd3)ddONnn 'Yams L8' _ (S3n3v)'v3nv V3nvSf1S 088£' _ (dH/H3NI)Wd '31'v23 SS01 'v3n'v8fS 3n3v/S9Ni113M0 OL-8 <-lV11N30IS3n i '51111S36 1300W MOld 13361S 56'3 = (33S/133d)A1I30113A llldS l2f'vl = (133d)H10IM 0001d 1116' 6➢' _ (133d)Hid30 Inds 80'£ _ ('33S/133d)AII3O13A 133a1S-dlYH llfld 00'81 • = (133d)HiOIM 0001d tr9' _ (133d)Hid30 1110d ***NMOa3-133aiS a3A0 SlildS MOld 133a1S*** 8L'61 = (Sd3)MOld Nv3W SNiSf 0310dW03 3Wil 13Avai** i = ddoNl1a SNiAaa'v3 S1330iSdi'VH dO d38WfN 03idiO3dS 0170' = (1NI330)l1vdSSoa3 133a1S-30i91100 030' = (lvMi330)11'vdSSoa3 133a1S 60Ia3iNI 00'0i = (133d)M'v3a830'va9 11vdSSOa3 01 NMOa3 WOad 33N'v1Si0 00'8L = (133d)H10IMdi H 133a1S '8 = (S3HONI)Hiei3H Erd00 00'001 = (i33d)H19N31 133211S 39796 = (133d)NOI1vA313 W'v3aibNMO0 yy byb = (133d)NOIivA313 W'V3a1Sdfl »»43av8AS 106Hi 3Wii 13Ava1 MOld 133aiS 3ifldMO3«<« • 9 = 3003 Si 00'S0Z 300N 01 00'80l 300N Woad SS330ad MOld *************************************************************************** £ 9' Z 1 = (S3a3v)'v32i'v 1'v101 6£' = (aH/HONI)wd 039'Y63Av OL'1l = (S363'v)'v3a'v 3AI133dd3 386'£l = ('0001 ICE = (Sd3)3iv8 MOld Mv3d 'SM0ll0d Sv 3a'V S31vWi1S3 33N301dNO3 0310dw03 tO'Zl 88£' 0L'trl 05'61 S £tr'Z1 88£' 19'91 ££'81 0L'll 88£' SO''rl OL'61 £ Oi'il 88£' 86'£l 1L'6i 39'6 88£' trZ'1l tr0'61 (S3a0)4 (aH/H3NI)wd ('NIW)Di (SA0)6 ** 318vi Siva MOld M'V3d ** 'SW'V3a1S Z a0d 03Sl Vl11Wa0d 33N3lldNO3 0Ilva N0IiV 1N33N00 dO 341 ON'V AliSN31NI 1l'VdNi'va 50• = 33N3111dNO3 lv (Sd3)31va Mold M'V3d 301 _ (S3a3'v)'v3a'v W'V3211S 1'vi01 301 _ (S3213v)v36'v W'v3a1S 3AI133dd3 6£' _ (aH/HoNI)wd 039v63Av trl'Z = (aH/H3Ni)A1iSN3iNi ll'vdNiva OL'tri = ('NIW)NOIl'vaiiN33NO3 dO 3WI1 'RV Z W'V3a1S 1N30N3d30NI a0d 03Sfl S3tTNI\ 33N3lidNO3 Z = SW'v3aiS dO 638WflN 1V101 »»»S30l'VA 03aiS 033N3OldNO3 Sfl0Ia'VA 31ldMO3 ON'V«<<< » >>>33N311ldNO3 80d W'V3a1S 1N3ON3d30Ni 31VN9IS30 « «< = 3003 SI 00'80l 300N 01 00'014 300N WOad SS33021d MOld :*************************************************************************** L9'l = Aii30l3A*Hid30 vv"v = ('33S/133d)Aii3013A MOld 86'9 = (133d)HiOIM OOOld i33a1Sd1'VH 8£' _ (133d)Hid30. :S3I111'va0AH MOld 133a1S 'v3a'v8fS dO ON1 5L'tr = (Sd3)31'V6 Mold Hv3d 330'£ = (S3a3'v)'v3av 1vi01 6t = (6H/H3NI)wd 039'v63Av 30'£ _ (S383'V)v3av 3AIi33dd3 89' _ (Sd3)dduNO'd v3a'v8AS £tr' _ (S3aov)'v3av 'v3a'vBfS 088£' = (dH/H3NI)wd '31V8 SSOi'v3a'v8fS 3a3'V/S9NIl13M0 Ol-8 <-lvi1N301S36 wy SI NOi1V3IdiSSV 13 lIOS L£1'Z = (611oH/HaNi)AiISN3iNi llcdNiva aV3A Oi t t t 1 1 1 1 1 1 iU L = iNVVW L011bII UZlIICAUU 7W11 i11Vtl1** L = dd0Nl18 9NIk V3 S1331Sh1VH dO b38Wf1N 031d133d5 CVO'. _ (1'vWI030)11'vdSSOd3 133dis 3Gi511i0 OZl1' _ (IVWi390) 11VdSSUG3 133a1S 80i91Ni 00'01 = (133d)'AVD383G'Vd9 11'vdSS0 3 01 NMOri3 WOad 33NV1SIO 00'81 = (133d)Hi0iMd1'VH 13361S '9 = (S3HONI)Hi9I3H 8rin3 00'0S£ _ (133d)Hi9N3i 133d1s L1'696 = (133d)NOii'YA313 WV3d1SNMOG £9'£L6 = (133d)NOi1VA313 10321iSdfl »»>V38'v8iflS f16H1 3WI1 13AVn1 MOId i33dis 31ldW03«<« 1 9 = 3000 SI 00'ZOZ 300N 0i 00'1OZ 300N WObd SS33021d MOId ;;*************************************************************************** Z£' Z = (S33)31'vb M01d W'v3d ZZ' L = (S3b3'V)'V36V i'vi01 Z£'Z = (Sd3)ddONnd 'v-awns 088£' = (bH/H3NI)ud '31'vd SST' 'v3a'V8f15 3dOY/S9NIl13MG 01-8 <-1VI1N3GiS3d .Vo SI N0i1V3IdiSSV13 1i09 £OS'Z = (600H/H3NI)AiISN3iNi li'vdNi'vn 8'V3A 01 , S6Z'11 = OZ' **i(L£'i )/(00'£ **00'0LS )]*7L£' _ ('NI431 L£'L = (133d)33013ddI0 NOIiVA3i3 £9'£L6 = (133d)N011VA313 0381SNM00. ' 00'L86 = (133d)NOI1'VA313 W'v3b1Sdf1 00'OLS = 0.33d)H19N31-MO id V3dV8fls lYiliNl OZ' **[(39NVH3 NOi1'YA3i3)/(00'£ **H19N31)l*1i = 31 3u3V/S9Ni1i3M0 OL-8 <- Ivi1N u15921 A IIW7j i itNIS SI 1N3Wd013A30 »>»SISAi'VN'V V3a'v9fls l'villNi OOHi3W i'VN0I1'Vd««< Z ,= 3003 SI 00'1OZ 300N 0i 00'00Z 300N WOad SS33021d M01: )11 **************************************************************************** 1L'6L = 33N3l1dNO3 iV (Sd3)31V MOId NV3d ZS'Z1 = (S3b3'v)'V32iV WV3u1S l?IOi 6L' 11 = (53d3'v)'v38V W'V3ii1S 3AI133dd3 6£' _ (21H/H3NI)wd 039'vb3AV 91'Z = (dH/HONI)Al1SN31Ni 1i'vdNiV21 9ti"1,1 = ('NIW)NOI1VKOONO3 d0 3W1i '3b'v L 0361S 1N30N3d30NI a0d 03S11 S3l1VA 33N3lldNO3 Z = SMV3d1S d0 338W11N ivlOi »>»33N3f11dNO3 d0d W'v381S 1N3ON3d3GNI 31'VNOIS30««< = 3000 SI 00'S0Z 3G0N 01 00'801 300N Woad SS330dd MOid **************************************************************************** OZ'Z = A1I3013A*H1d30 WE = ('33S/133d)AII0013A MOid 00'81 = (133d)HiOIM 000ld 13361Sdi'VH `v9' _ (133d)H1d30 :S3I10210AH MOId 133b1S V3081IS d0 00 LL'61 = (Sd3)31'Vd MOId r'V9d ZS'Z1 = (S3b3V)V38V 1V101 6£' = (8H/H3NI)Wd 030Vd3A'V 6L'li = (S3b3V)V3bV 3AI133dd3 71' _ (Sd3)ddONAd V3d'v8fls 60' _ (S383'v)'v321V V3 j 9fis 088£' _ (2H/H3NI)wd '31V6 SSO i 'v3''vBfls 3d3'v/SONI113MG O1-8 <-1'YI1N30IS3r .'v„ SI NOI1V3IdI5S'vi3 1I05 8S1'Z = (aflOH/H3NI)AlISN31NI ii'vdNiVd dV3A Ol 9P'1 = ('NIW)31 8V' _ ('NIW)3WI1 13A'vtll MOId 13361S OZ'Z = A1I3013AIH1d30 dO 10000dd WE _ ('33S/133d)A1I0013A MOid 39'vb3AV 00'81 = (133d)HiOIM 0001d 133a1SdiYH JJVIl11V VII1AVV lV V1.I .JJS S� Ills dV V�V��I II, V��.,�VrVl.r Ov0' _ (1VWI030) IiVdSSOd3 133d1S 30iSif0 OZO' _ (V'JI33C)11'vSSOd0 133diS d0Id3iNi OO'OL = (133d)Nv36130VdO 11YdSSOd3 01 NMOd3 W0dd 33NV1S1O 00'81. = (133d)H1GiMj1VH 1.33diS '9 = (S3HONI)HiOI3H adf0 00'S£L = (133d)H1ON3113361S. 03196 = (i333)NOil'VA313 W'v3d1SNMOG 0£'996 = (133d)NOIivA3i3 W'v3diSdfl >»»'v3d'vBfS (' H1 3WI1 13061 MOTH 133a1S 31ldW00««< 9 = 3000 SI 0010Z 300N 01 00'£OZ 300N WOdd SS3008d MOId *************************************************************************** V£'L = Ali3013A*Hid30 6Z'£ = ('03S/1333)A1I0013A Mold 08'i = (133d)HiGIM 0001d 133diS3i'vH iv' _ 0.33d)Hid3G 'S0i1fl'V aAH MO ld 133dlS Y3d'v0flS 3O GN3 L£'tr = (S3J)31'v8 MO1J W'v3d i9'Z = (S3d3V)'V36V 1'ViOl 6£' _ (dH/HONI)wd G30V3A'v 1.9'Z = (S3d0V)'v36'v 3Ai103dd3 06' = (S30)ddONfi2J 'VRIVBAS 93' = (S363v)'v3dv 'v3dv8f1S 088£' = (dH/HONI)ujd '31Vd SSO1 'V36'V5fS 3d3V/S9Ni1i3MG OL-8 <-1'vi1N30iS3d ,I'VH SI NOiiv31dISSV13 liOS £8L'Z = (di10H/HONI)A1ISN31Ni 11'vdNi'V8 d'13A OL S111 = ('NI401 1,01 = ('NIW)3WI1 13A'Vd1 MOTH 133d1S tr£'L = A1I0013AMHid30 d0 131100dd Z'a'£ = ('03S/133d)A1i0013A MO1J 3Ovd3AV 6£'i = (133d)H1GIM 0001d 133d1Sd1VH 6£' = (133d)Hid3G MOId 133d1S :Sili1S3d 13GOW MOId 133diS 901 = (Sd0)M0Id NV3W ONISf 031fldW00 3WI1.130d1** = ddONfld ONiAdd'v0 S13361Sd1'vH dO d38Wf1N 03idI03dS Otr0' _ (1V4 030)11'vdSSOdO 133dES 30ISil0 0Z0' _ (1'YWI330)1iYdSSOd3 133d1S d0Id31Ni 00'OL = (133d)036830'vd9 1 iVdSS083 01 NM0d3 WOdd 3ON'VISIG 00'81. = (133d)Hl0IMd1'VH i33d1S '9 = (S3HONI)H1O13H WO 00'0ZZ = (i33d)H1SN31 133d1S O£'996 = (133d)NOIlVA313 W'V361SNM00 il'696 = (133d)NOI1VA313 WV3d1Sdf1 »>>»3d'v8fS fidH1 3Wii 13A'VH1 M01d 133211S 31fidW00««< . 9 = 3000 Si 00'£OZ 300N 01 00'Z0Z 300N WOdd SS300dd MOId **************************************************************************** 6l1 = A1i0013A*Hid30 VO'£ = ('039/133d)A1I0013A M01d 6£'i = (133d)H1GIM 0001d 13361Sd1'VH 6£' _ (133d)H1d30 'SOilfV 0AH MOid 133d1S V3d'v811S dO GN3 1.9'£ _ (Sd0)31'v21 MO1d )♦'V3d ll'Z = (S3d3'v)V38V 1V101 6£' _ (dH/HONI)wd G39'vd3AV Ll'Z = (S30V)V3dV 3AI133dd3 ZS' L = (Sd3)ddONfid 'V309fS 68' _ (S3dOV)'V3dV V3dV8fS 088£' _ (dH/HONI)'uld '31Vd SS01 V3d'v8fS 3dov/SONI113M0 OHS <-1'VI1N3GIS3d .VlI SI NOI1V3IdISSV10 1IOS 68Z1 = (d110H/HONI)AlISN3INI 11VdNIVd d'v3A OL Zl'£L = ('NIW)31 Z81 = ('NIW)3Wil 13A'vdi MOId 133d1S • SL'L = AlI0013AiHid3C dO 1000Odd OZ'£ = ('03S/133d)A1i3013A MOId 30V213AV 89'9 = (133d)H10IM 0001d 133d1SJTVH 9£' _ (133d)H1d30 MOId 133d1S :Sili1S3d 1300W MOId i33d1S 1 1 1 ..1 �.... .-� �tr• 11r t..t **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.57 STREET FLOW. MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) _ 7.80 AVERAGE •FLOW VELOCITY(FEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY = 1.42 STREET FLOW TRAVEL TIME(MIN.) _ .65 TC(MIN.) = 14.84 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.126 SOIL CLASSIFICATION IS °A° RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3880 SUBAREA AREA(ACRES) _ .33 SUBAREA RUNOFF(CFS) _ .52 EFFECTIVE AREA(ACRES) = 3.00 AVERAGED Frn(INCH/HR) _ .39 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 4.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 8.31 FLOW VELOCITY(FEET/SEC.) = 3.29 DEPTH*VELOCITY = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 6 »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM ELEVATION(FEET) = 964.50 DOWNSTREAM ELEVATION(FEET) = 962.62 STREET LENGTH(FEET) = 140.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) ._ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.86 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) _ 7.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.55 PRODUCT OF DEPTH&VELOCITY = 1.53 STREET FLOW TRAVEL TIME(MIN.) _ .66 TC(MIN.) = 15.49 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.071 SOIL CLASSIFICATION IS °A" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA. LOSS. RATE, Fm(INCH/HR) SUBAREA AREA(ACRES) = .22 SUBAREA RUNOFF(CFS) _ .33 EFFECTIVE AREA(ACRES) = 3.22 AVERAGED Fm(INCH/HR) _ .39 TOTAL AREA(ACRES) = 3.22 PEAK FLOW RATE(CFS) = 4.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) .43 HALFSTREET FLOOD WIDTH(FEET) _ ?.8' FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY = 1.53 .3880 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(« « » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = ,2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.49 RAINFALL INTENSITY(INCH/HR) _. 2.07 AVERAGED Fm(INCH/HR) _ .39 UOOL 1.0/flJIVI/'"7 71V0 7OVi V7OVO,iD 70JY/DUIVI I171'IU VL-0 ,YliiV7U1�70 SI NOI1V31dISSV10 1105 9SZ'Z = (dfIOH/H3NI)AiISN31NI il'vdNivd dV3A 0l 9 = 3000 SI 00'ZO£ 300N 01 00'10£ 300N WOdj SS300dd MOid **************************************************************************** £V'£l = 'NIW 0i tiL'£ _ 'NIW) Wii 1306i MOid 133dES £0'i = Aii00i3AiH1d30 d0 i0fGOdd Zl'Z = ('33S/i33d)Aii3Oi3A MOi3 3OVd3AV- tV'l1 = (133d)HiOIM 00013 133d1Sj1VH 6V' _ (133d)H1d30 MOid 133211S SililS3d 1300W MOId 133diS ££'V = (Sj0)MOid NV3W ONISf a310dW03 3Wil i306i** = jdONfid ONiAddv0 1133619d iVH d0 638Wf1N 03IdI03dS OV0' _ (i'VWI330)1i'VdSSO63 133d1S 'HISAO OZO' _ (1'VWI330)ii'VdSSOd3 133d1S 30Id31NI 00'01 = (i33j)Wij32i830V60 iiVdSSOdO 01 NMOd3 WOdd 33N'V1SI0 00'81 = (i33d)HiOIMJ1VH 133diS '9 = (S3HONI)H19I3H 8nt13 OO'SLV = (133d)Hi9N31 133d1S OV'SL6 = (i33j)NOil'VA3i3 W'V3diSNMOG LS'LL6 = (133d)NOI1VA313 4V3niSdii 1 1 1 »»>'V3d'VBfS 11dHi 3Wi1 13AV61 MO1d 133d1S 310dW03««< 1 = VZ'£ = (Sd3)31'vd MOId 'AV3d £SL = (S3d3V)V3dV 1V101 VZ'£ _ (Sd3)jdoNn 'V3d'V8f1S 088£' (3H/HONI)wd '31V6 S50 i V3d'vens 3d0'V/SSNI1i3M0 01 8 < TVI1N30iS3d .du SI NOI1V3Id1SS'V13 liOS VvL'Z = (d110H/HONI)AiISN31NI 11VdNicd 6V3A Ol II Z69'6 = OZ' **E(£V'ZZ )/(00'£ **00'0V9 ))*VL£' _ (*NIW)OI £v'ZZ = (133d)33N3dJddIO NOI1'YA313 LS'LL6 = (i33j)NOi1VA313 WV3211SNM00 00'0001 = (133d)NOi1VA313 W'V3d1Sdi1 00'0V9 = (133d)H1ON31-MOid V3dV8i1S iViiINI OZ' **[(30NVH3 NOii'VA313)/(O0'£ **H19N31)]*N = 31 3d0V/SONI113M0 01-8 <- i'VI1N30IS36 AIIWVd 3-ON15 SI 1N3Wd013A30 »»>SISA1'VNV 'V3d'v9i1S 1'VI1INI 0OHI3W 1VN0I1Vd««< Z = 3000 SI 00'i0£ 300N 01 00'00£ 300N WOdd SS330dd MOid II **************************************************************************** VL'SL = (S363'V)'V3d'v 1.1101 5£' = (dH/HoNI)wd 030V63A'v S8'Vl = (S3d3V)V3d'v 3AI103jj3 S£S'Vl. _ ('NIW)01 OS'VZ = (Sd3)31Vd MOlj NV3d :SMOilod S'V 36V S31'VWI1S3 33N3A1dNO3 031ldW03 6£'Sl 88£' 6V'SL 61'VZ 9 VL'S1 88£' 60'Li 98'ZZ S 9Z'Sl 88£' 81'91 S£'VZ V S8'17L 88£' VS11 OS'VZ £ 6L'1/1 88£' 9V'V1 61,'VZ Z • Sl'Z1 88£' £L'll SS'£Z 1 (S330V)6'v (dH/HoNI)wj ('NIW)01 (Sd3)0 ** 318V1 310 MOid N'V3d ** 'SWV3d1S Z Kid 03Sl 'vifWd0d 33N3f11dNO3 OiiVd NOI1'v61N33NO3 jO 3WI1 0N'V AliSN31Ni i1VdNIVd 88'V = 33N3f11dNO3 1V (Sd3)31'vd MOIj 03d ZZ'£ _ (S3213V)'v3dVi'V3diS 1V101 Vial/ P kV IVII! •VI\a//\1aV1la VI, • LL'9L = ('NIW)31 09'L = ('NIW)3Wi1 13A'vdl MOld 133d1S 49'L = AiiO013AMH1d30 dO 1OfGOdd EE'E _ ('33S/133d)AiI3O13A MOld 301M3AV vv'LL = (133d)H1GiM 0001d 133d1Sd1'WH 6t' _ (i33d)Hid3G MOld 132 ES S1111S3d 130OW MOld 133a1S- L8'9 = (Sd3)MOid N'V3W JNISfl 03ildW03 3W11 13iW 1** = ddONiOd ONIAaV3 S1336iSd1'VH dO d39Wf1N O3idi33dS Ov0' _ (i'WI33G)11'vdSSOd3 13381S 301S100 OZO' _ (ivWI030)1ivdSSOd3 13381S dOId3 NI. 00'0L = (133d)Y43d830'vd9 11'VdSSOd3 01 NMOd3 WOdd 33N'viSiO 00'91 = (133d)HiOIMdiVH 133diS '9 = (S3HoN1)H1913H 8di13 00'0ZE _ (133d)H1ON31 13381S 06'996 (133d)NOIlVA313 W'v3d1SNMOG Z9'0L6 = (133d)NO11'vA313 W'v3d1Sdil »>43d'V8lS f.11H1 Nil 130n1 MOld 13381S 3iildW03<<«< 9 = 3000 SI 00'SOE 3GON 01 0O'£OE 3G0N WOdd SS33Odd MOld **************************************************************************** L9'L = Aii3013A*H1d30 OS'E _ ('33S/i33d)A1iO013A MOld 6L'0L = (133d)HiOIM 0001d 13381Sdi'vH St' _ (i33d)H1d30 :SOIiiivdaAH MOld 133diS v3u'v8fS dO ON3 OZ'9 = (Sd3)31'vd MOld ii'v3d ZO'V = (S3d3'v)v36'V 14101 6E' _ (dH/HONI)uld 03O'ad3A'V ZO'S = (S3d3'v)v38'v 3Ai133dd3 S8' L = (Sd3)ddONnd 'v3d'vans OZ' L = (S3d3'v)'v3dv v3POOS 088E' _ (dHiHONI)Wd '31Vd SSO1 'v3dv8fS 3dO'V/SONI113M0 01-8 <-1Vi1N30iS3d „v. SI NOi1VOidISS'v13 110E EOL'Z = (dfiOH/HoNi)A1ISN31iNI ii'VdNI'vd d'V3A OL OL'SL = ('NIW)31 19'l = ('NIW)3WI1 l3A'vdl MOld 1.33d1S tS'L = Aii3013AiHid30 dO 13f1G03d tt'E _ ('33S/133d)A1I3013A MOld 3O4d30 9S'6 = (i33d)H1oIM 0001d 133211Sd-4H St' _ (i33d)Hid30 MOld 133d1S :S1iflS3d 1300W MOld 133211S L9'S = (Sd0)MOld N'v3W 9NISfl G31ldNO3 3WI1 13A'vdi** = dd0Nl8 ONinddv3 S1338iSd1VH dO d38WfN 03idI33dS 0v0' _ (l'vWI330)11'vdSSOd3 133d1S 30iSif0 OZO' _ (1VNI030)11VdSSOd3 133d1S 210I631NI 00'OL = (133d)P3d830'v6o ii'VdSSOd3 01 NMOdO WOdd 33NV1Si0 30'8L = (133d)HiOIMdiVH 133d1S '9 = (S3HoNI)H1OI3H Teo 00'StiE _ (133d)H19N31 133d1S Z9'OL6 = (133d)NOii'vA313 038iSNMOO Ov'SL6 = (133d)NOI1VA313 W'V3211Sh0 »»43d'v8fS fidH1 3WI1 13Avd1 MOld 13381S 31f1dW03««< 9 = 3000 SI OO'EOE 300N 01 00'ZOE 300N WOdd SS3OOdd MOld **************************************************************************** 8O'L = A1iOO13A*H1d30 9L'Z = ('O]S/133d)A1I3013A MOld 90'ZL = (133d)HiOIM 0001d 133d1SdiYH OS' _ (133d)Hid30 :S3iifi'V OAH MOld 13331S v]d'vSfS dO ON] ti't = (Sd3)31'vd MOld 'AV3d Z8'Z = (S3d3'v):v3dv l'Yl0i 6E'• = (H/H3NI )wd 03O'vd3AV Z8' Z = (S3d3'v)'v3dv 3AI LO3dd3 LUZ = (Sd3)ddoNi1d 'v3d'v8fS 6Z'L = (S3n3v)'v3d'v 'v3dv8nS s /,... ,. �...,..N. IA._....A, _ ,, r . — _.., ,...�_ ,i A. A 1 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3880 SUBAREA AREA(ACRES) _ .84 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 4.86 AVERAGED Fm(INCH/HR) _ .39 TOTAL AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) = 6.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 11.44 FLOW VELOCITY(FEET/SEC.) = 3.41 DEPTH*VELOCITY = 1.65 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA «<« UPSTREAM ELEVATION(FEET) = 966.90 DOWNSTREAM ELEVATION(FEET) = 964.83 STREET LENGTH(FEET) = 200.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 7.33 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 12.0E AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.27 PRODUCT OF DEPTH&VELOCITY = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 17.73 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.910 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .3880 SUBAREA AREA(ACRES) _ .54 SUBAREA RUNOFF(CFS) _ .74 EFFECTIVE AREA(ACRES) = 5.40 AVERAGED Fm(INCH/HR) TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 7.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .52 HALFSTREET FLOOD WIDTH(FEET) = 12.06 FLOW VELOCITY(FEET/SEC.) = 3.30 DEPTH*VELOCITY = 1.71 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 6 »)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« UPSTREAM ELEVATION(FEET) = 964.83 DOWNSTREAM ELEVATION(FEET) = 963.34 STREET LENGTH(FEET) = 205.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 7.70 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET)•= .56 HALFSTREET FLOOD WIDTH(FEET) = 13.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.82 PRODUCT OF DEPTH&VELOCITY = 1 57 CTDCCT. rim! TDAUCI TTMC/MTAI \ - 1 ')I T0OA TAI 1 10 AA 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.836 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3880 SUBAREA AREA(ACRES) _ .46 SUBAREA RUNOFF(CFS) _ .60 EFFECTIVE AREA(ACRES) = 5.86 AVERAGED Fm(INCH/HR) _ .39 TOTAL AREA(ACRES) = 5.86 PEAK FLOW RATE(CFS) = 7.64 `END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 13.94 FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH*VELOCITY = 1:56 I **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 405.00 IS CODE = 6 II»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM ELEVATION(FEET) = 963.34 DOWNSTREAM ELEVATION(FEET) = 962:62 STREET LENGTH(FEET) = 100.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 I INTERIOR STREET CROSSFALL(DECIMAL) _ :020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 7.80 STREET FLOW MODEL RESULTS: ' STREET FLOW DEPTH(FEET) _ .56 HALFSTREET FLOOD WIDTH(FEET) - 13.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.85 'PRODUCT OF DEPTH&VELOCITY = 1.59 STREET FLOW TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 19.52 '10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.803 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 8-10 DW.ELLINGS/ACRE SUBAREA. LOSS RATE, Fm(INCH/HR) _ .3880 SUBAREA AREA(ACRES) _ .25 SUBAREA RUNOFF(CFS) _ .32 EFFECTIVE AREA(ACRES) = 6.11 AVERAGED Fm(INCH/HR) = .39 TOTAL AREA(ACRES) = 6.11 PEAK FLOW RATE(CFS) = 7.78 END OF SUBAREA STREET FLOW HYDRAULICS: 1 DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 13.94 FLOW VELOCITY(FEET/SEC.) = 2.85 DEPTH*VELOCITY = 1.59 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 405.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.52 RAINFALL INTENSITY(INCH/HR) = 1.80 AVERAGED Fm(INCH/HR) _ .39 ' EFFECTIVE STREAM AREA(ACRES) = 6.11 TOTAL STREAM AREA(ACRES) = 6.11 PEAT( FLON RATE(CFS) AT CONFLUENCE = 7.78 *************************************************************************** 1 FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 2 >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 8-10 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 UPSTREAM ELEVATION(FEET) = 1000.00 DOWNSTREAM ELEVATION(FEET) = 974.13 ELEVATION DIFFERENCE(FEET) = 25.87 TC(MIN.) _ .374*[( 620.00** 3.00)/( 25.87)]** .20 = 9.242 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.824 SOIL CLASSIFICATION IS "A," RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3880 SUBAREA RUNOFF(CFS) = 3.88 TOTAL AREA(ACRES) = 1.77 PEAK FLOW RATE(CFS) = 3.88 **************************************************************************** IFLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM ELEVATION(FEET) = 974.13 DOWNSTREAM ELEVATION(FEET) = 969.31 STREET LENGTH(FEET) = 390.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 5.28 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .45 HALFSTREET FLOOD WIDTH(FEET) = 9.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.20 PRODUCT OF DEPTH&VELOCITY = 1.43 STREET FLOW TRAVEL TIME(MIN.) = 2.03 TC(MIN.) = 11.27 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.506 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3880 SUBAREA AREA(ACRES) = 1 A6 SUBAREA RUNOFF(CFS) = 2.78 EFFECTIVE AREA(ACRES) = 3.23 AVERAGED Fm(INCH/HR) _ .39 TOTAL AREA(ACRES) = 3.23 PEAK FLOW RATE(CFS) = 6.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 10.81 FLOW VELOCITY(FEET/SEC.) = 3.23 DEPTH*VELOCITY = 1.53 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 6 >?»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA «.<‹ UPSTREAM ELEVATION(FEET) = 969.31 DOWNSTREAM ELEVATION(FEET) = 966.50 STREET LENGTH(FEET) = 230.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 6.90 STREET FLOW MODEL RESULTS: HALFSTREET FLOOD WIDTH(FEET) = 11.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.37 PRODUCT OF DEPTH&VELOCITY = 1.64 STREET FLOW TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = 12.41 11 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _. 2.366 SOIL CLASSIFICATION IS °A" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3880 IISUBAREA AREA(ACRES).= .83 SUBAREA RUNOFF(CFS) = 1.48 EFFECTIVE AREA(ACRES) = 4.06 AVERAGED Fm(INCH/HR) _ .39 TOTAL AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) = 7.23 END OF SUBAREA STREET FLOW HYDRAULICS: II DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 12.06 FLOW VELOCITY(FEET/SEC.) = 3.30 DEPTH*VELOCITY = 1.64 I ************************************************************************* ************ FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 6 ' » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< « UPSTREAM PIEVATION(FEET) = 966.50 DOWNSTREAM ELEVATION(FEET) = 964.50 ISTREET LENGTH(FEET) = 150.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 'DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 7.65 I STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 12.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY = 1.74 STREET FLOW TRAVEL TIME(MIN.) = .72 TC(MIN.) = 13.13 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.288 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .3880 'SUBAREA AREA(ACRES) _ - .50 SUBAREA RUNOFF(CFS) _ .85 EFFECTIVE AREA(ACRES) 4.56 AVERAGED Fm(INCH/HR) _ .39 TOTAL AREA(ACRES) = 4.56 PEAK FLOW RATE(CFS) = 7.80 END OF SUBAREA STREET FLOW HYDRAULICS: ' DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 12.06 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY = 1.77 1**************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 4n5 nn IS CODE = 6 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < UPSTREAM ELEVATION(FEET) = 964.50 DOWNSTREAM ELEVATION(FEET) = 962.62 STREET LENGTH(FEET) = 215.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1.4.7n11l"1 TY1.r nn1.nllTnn 1 In111n 1.n.1i r1 ni.1/nrn\ _ n FA = 3003 SI 00'00S 300N Oi 00'50v 300N WOad SS3306d MOld **************************************************************************** 6Z11 = ('NIi)31 = ('NiW)3Wi1 13A'ViL Z1'91 = (Sd3)M0Id-3dId = S3dId dO a38WON 001Z = (H3NI) 313W'VIO 3did N3Ai9 £10' = N S,9NINN'VW 001Z = (133d)HION31 MOld 8S'LS6 = (133d)NOil'VA313 300N W'V361SNM0O 6£'6S6 = (133d)N0I1'vA313 300N W'V361Sdf1 0'91 = ('33S/133j)AiI3013A MOId-3did S3HONi 9'8 Si 3dId HONI O"vZ NI MOld d0 H1d30 >»»3ZiS3dId 03IdIO3dS-63Sf1 9NiSf1««< >»»'v36V9OS finH1 3Wi1.13A'Vdi MOij-3dId 31ldW00««< i = 3000 Si 00'00S 300N Oi 00'SD SOON WOdj SS33Odd MOld **************************************************************************** 99' 11 = (S33'v)'v3dv 1V101 6£' _ (6H/H3Ni)wd 039'v63A'v 10'O1 = (S363'V)'V36'V 3A1133dd3 S9Z11 = ('Niii)01 £1'91 = (Sd0)31V6 MOld Wv3d :SM0il0d Sv 36V S31VWI153 33N3lidWO3 0311dW00 10'O1, 88£' 9Z11 £1'91 99'11 88£' ZS'61 S81 1 (S3d0'v)GV• (aH/HoNI)wd (.NI0l (Sj3)b ** 318'Vi 31'16 MOld YiV3d ** 'SWv361S Z 60d O35flV1fWa0d 33N3lldNO3 OI1V6 NOi1V 1N33NO3 d0 3Wi1 ONV A11SN31Ni 11VdNiV6 £6' 8 = 33N3i1 ldNO3 iV (Sj0)31'vd MOld Y'v3d SS'S = (S383v)V36'v 036IS 1'v1O1 SS'S = (S363'v)'v36'v WV361S 3A1133dd3 6£' = (aH/HONI)wd 030'V63A'V 91'Z = (aH/HONI)AlISN31N1 iiVjNiVa 9Z'v1 = ('NIW)NO11v61N33NO3 j0 3W11 :36V Z 0361S 1N30N3d30NI. 60d 03Sfl S3i11'VA 33N3f11dN00 Z = SW'v3b1S j0 b38WfN ivi01 »»>S3llvA 103'1S 033N3f11dNO3 SfOI6VA 3lfdW03 ONV««< I » »>33N3fildNO3 60d 10361S iN3GN3d3GNi 31VN9iS30 « « < i = 3003 SI 00'9017 3G0N Oi 0010v 300N 'WOdd SS3O08d MOld *************************************************************************** SL'l = Ali3013A*H1d30 LO'£ _ ('33S/133d)AII0013A Mold 9S11 = (133d)H10IM•0001j 13381Sh1'VH LS' _ (133d)H1d30 :S3I1060AH MOld 13361S 'V3aV8fS dO ON3 £6'8 = (Sd3)31'va MOld li'v3d SS'S = (S380Y)v3av l'v101 6£' _ (6H/HoN1)wd O39'V63AV SS'S. _ (S360'V)'v38V 3AI103dd3 6S'1 = (Sd3)ddONna Y3a'v8fS 66' _ (S363V)'V3'Y V36V8fS 088£' _ (aH/HoNI)wd '31Y6 SS01'v3aV8fS 363Y/S0NI113M0 01-8 <-1VI1N30IS36 „'V„ SI NOIIVOIdISSVlO lIOS 9L1'Z = (6i10H/HONI)AlISN31NI 1l'vdWiV8 6'V3A 01 9Z11 = ('NIW)31 till = ('NIW)3WI1 l3A'val MOld 13361S SL'I = AIi0013ASHId3O dO I011006d 61'£ _ ('33S/133d)AIi0013A MOld 39'v630 '611 = (133d)HIOiM 0001J 1336iSh1VH 9S' _ (133d)Hid30 MOld 13381S 'S1lfiS3a 1300W MOld 13381S 1 -. .. I.. I I Ail .nn n„nw ..IAA i.ir. ., _,� L1'58 E99' 66'11 SZ'8£ E II ev a 1£9' SS'61 66'88 Z 8L'S8 9179' 68'1 LS'SE i '(S3d0'v)9v (dH/H3NI)wd ('NIW)01 (Sd0)b ** 318Vi 31vd MOId )i'v9d ** I 06'88 = 33N311idNO3 IV (Sd3)31vd MOld H'v3d II 'SW'v3d1S Z bOd 03SO vlAWdOd 33N3l1dN0: Oi1'Vd NOI1'vd1N33NO3 dO 3WIi ONV ,l1iSN31NI 11'vdNI'Vb LL'Sl = (S3do'v)'v3dv WV3d1S 1'v101 LL'SL = (S3d3'v)'v3d'v W'v331S 3AI133dd3 II 18' _ (dH/HONI)wd G39vd3AV Zv'Z = (6H/HONIWISN3iNI 11'VJNi'vd 56'11 = ('NIW)NoI1vd1N33NO3 dO 3Wi1 ' '3d'v Z W'v3d1S 1N30N3d30Ni dOd G3Sl S3l1vA 33N3f11dNO3 = SW'V3diS dO d38Wf1N 1V101 »»>S3liVA Wv3d1S 030N3fildNO3 Sfl0I3VA 31i1dW03 ON'v««< » » >33N3OldNO0 d0d 103d1S iN30N3d30Ni 3i N9iS30< « « = 3000 SI 00'00S 300N 01 00'S08 300N WOdd SS330dd Mold **************************************************************************** 66'11 = ('NiW)01 90' _ ('NIW)3Wii 13A'vdi 06'88 = (Sd3)Moid-3did = S3did dO d38WfiN 00'0E _ (H3NI)d3i3W'VIG 3did N3AI9 E10' = N S,9NINNvW 00'SE = (133d)H1ON31 Mold n 'LS6 = (133d)NOii'vA313 300N WV3dISNMOO 88'L56 = (133d)NOI1vA313 300N WV3d1Sdi1 L'6 = ('33S/133d)A1i3013A MOId-3did S3HONI 5'ti Si 3dld HONI 0'OE NI MOId dO Hid3( ) »>»3ZiS3did 03IdI33dS—d3S0 9NiSfl««< »>»v3dv9fS fidH1 3WI1 13Avdi MO id-3dld 31f1dW03««< ti = 3003 SI 00'00S 30ON 01 00'908 300N WOdd SS330dd MOId **************************************************************************** 'S3SA1VN'V 33N3fildNO3 11V dOd V3d'v 9Ni1l8Ib1NO3 1'v101 3H1 SV 03Si1 SI V3dv 3Ai133dd3 '310N 018' _ (dH/H3NI)wd '31vd SSOI 039'v33A'v 06'88 = (Sd3)31vd MOId )iv3d LL'SL = (S3d3'V)V3dv 1V101 LL'yl = (S3n3V)V3di 3Ai133dd3 Zo'Z = (dH/H3NI),I1ISN31Ni 1ivdNi'Vd E6'11 _ ('NiW)31 :SMO110d SV 3d'V S3ll'vA 03IdiO3dS—d3Sfl >3GON i'v NOIlVWdOdNI 4010d0AH 03Idi33dS 83Sfl«<« L = 3000 SI 00'00S 300N 01 00'S08 30ON WOdd SS300dd MOid **************************************************************************** 81'91 = 33N3iildNO3 1'V (Sd3)31'v6 M01d Hv3d 99'11 = (S363V)v3dv W'V3d1S 1'V101 10'01 = (S3d0'v)'v38v W'V3d1S 3AI133dd?. 5E' = (dH/HONI)wd 039vd3M, L1'8 = (dH/HONi)A1ISN3iNI il'VdNi'vd 6Z'171 = ('NIW)NOIi'viN33NO3 dO 3WI1 '3dV l WV3diS iN30N3d30Ni d0d u"3Sfl 93111VA 30N3f11dNO3 = SW'V3d1S dO d38WfN 1v101 >»»33N3l1dNO3 60d W'V3d1S 1N30N3d3GNi 31VN0IS30««< COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.25 Tc(MIN.) = 11.990 EFFECTIVE AREA(ACRES) = 24.17 AVERAGED Fm(INCH/HR) _ .66 TOTAL AREA(ACRES) = 27.43 II '************************************************************************** ************* , FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 4 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING USER -SPECIFIED PIPESIZE«<« I DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.7 UPSTREAM NODE ELEVATION(FEET) = 957.34 I DOWNSTREAM NODE ELEVATION(FEET) = 951.05 FLOW LENGTH(FEET) - 160.00 MANNING'S N .013 GIVEN PIPE DIAMETER(INCH) = 30.00 ' NUMBER OF PIPES = PIPE-FLOW(CFS) _ - - 38.25 IITRAVEL TIME(MIN.) .17 TC(MIN.) 12.16 END OF STUDY SUMMARY: I TOTAL AREA(ACRES) = 27.43 TC(MIN.) = 12.16 II EFFECTIVE AREA(ACRES) = 24.17 AVERAGED Fm(INCH/HR)= .66 PEAK FLOW RATE(CFS) = 38.25 I *** PEAK FLOW.RATE TABLE *** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 35.57 14.46 .646 25.78 2 28.99 19.73 .631 27.43 II 3 38.25 12.16 .663 24.17 IND OF RATIONAL METHOD ANALYSIS >11 a a e W J E >. 2 6 3 r roc me NW- — — um .. — — . .. me am an am m Nor-- — .. +-+ +-+ [SAN BERNARDINO COUNTY] 1 1 STUDY NAME: I CALCULATED BY: 1 CHECKED BY: { { 10.0-YEAR STORM RATIONAL METHOD STUDY 1 PAGE NUMBER OF [(c) 1983-1988 ADVANCED ENGINEERING SOFTWARE] I 1 CONCENTRATION! AREA (ACRES) ISOILIDEV.I Tt 1 Tc 1 I I Fm 1 Fm 1 Q 1PA.THISLOPEI V 1 HYDRAULICS { POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MIN.iin/h1 I(Avg)1 SUM 1(ft)Ift/ftIFPS.1 AND NOTES 1 ! I----1---- I---- I I---- I----1 1------1---- I I---- I ---I----I----- ---1 ---! 1 1 I I I I I 1 1 I I I I 1 •• I 1 1 I I 14101.00561 .. !INITIAL SUBAREA! 101.001 .91 .91 A 1 6 1----1 11.712.451 .39! .3881 1.61----1 1 1 1 1----!----I 1 I ! ! ! ! 3301.01721 3.41 *Qa„= 2.lcfs{ 36.ft-STREET1 I I I 1 I I. I I { 1 I 1 IDFPTH= .31 ft. FLOW TO PT.#1 I 1 I 11.71 - I 1 I I 1 1 1 1FLOODWIDTH= 5.4I I 102.001 .71 1.51 A 1 6 I----1 13.412.261.388I .3881 2.61----1 { { i { 1 I I--I-1 1--I-I 1 401.01451 3.51 *Qav= 3.2cfsi 36,ft-STREFTI I 1 1 I 1 1 1 •1 I 1 1 1 !DEPTH= ,36 ft. I I FLOW TO PT.#i 1 1 1 I .21 1 1 { { 1 1 1 IFLOODWIDTH= 6.61 1 103.001 .71 2.21 A 1 6 1----1 13.612.241.3881 .3881 3.71----1-----1----1 1 1 I------- I------ I ----I- - ! 1----- I---- I---- I I 1 401.01051 3.1 ! *Qav= 4.1 c f s 36.ft-STREET1 I I 1 I 1 1 1 { 1 1 1 1 1DEPTH= 41 ft. 11 FLOW TO PT.#I. { I I 1 .21 1 1 I { 1 1 1 1FLOODWIDTH= 7.81 I 104.001 .4I 2.71 A I 6 I----1 113.812.221.388I .3881 4.41----1-----1----1 1 { I 1 I I ! 1 ---I----I-----I------1 2701 01071 3.21 *Qi3v= 4,9cfc! I 36.ft-STREFTI I I I 1 I 1 I ! I I I I (DEPTH= .46 ft. 11 FLOW TO PT.#I I 1 I 11.51 1 1 I I 1 • { I 1FLOODWIDTH= 8.91 1 105.001 .71 3.3! A 1 6 1----1 15.312.091.388! .3881 • 5.11----1 1 1 1 1 1-------I------I----I----I----I--------1----I-----I----- 1----I----- 1 I I I- I I I I I I 105 001 1 3.31 1 1----1 15.312.091 I I 1!----!----- 1----!F R CONFLUENCE I I I i------i----1-i---I----I I { I ! i 1 1 I I I ! 1 I I I I i ! I I 1 i i 1 I 1 I I I 1 •• I 1 1 { { 13151.01871 .. (INITIAL SUBAREA{ { 111.001 .81 81 e 1 6 1----1 8.313.021 391 .388! 1.9!----1-----1----I I I 1 ! 1 I 1 I -- ---I ---- I - ---! I ! 3401.01931 3,d1 *Qmv•2.5Cfs1 36.ft-STREET 1 I 11 1 1 •I I I 1 1 !DEPTH= .33 ft. I FLOW TO PT.#1 I 1 1 11.71 1 1 1 I i 1 I IFLOODWIDTH= 5.81 I 105.001 .61 1.41 A 1 6 1----1 10.012.701.3881 .3881 2.9!----1. 1--1I 1 1 I 1 1 1 I I i 1 1 I I 1 { 1 I I I I I I 1 I l i ! I I i l I I 1 I I I! 1 I ! I I I I I I I I 11 I I I I I ' I ! ' I 1 i I I I. • I *DEV. TYPES:. 1=Co!!1,2=MH,3=Apt,4=Con,5=SFR 11+ D/AC,6=8-10D/AC,7=5-7D/AC, *8=3-4D/AC,9=2D/AC,10=1D/AC,11=0,4D/AC,12=Sch,13=PK,14=Ag,15=PC,16=AC,17=DC II SOIL TYPE: USER=SPECIFIED RUNOFF COEFFICIENT* I + *1N3i3idd303 ddu-Nn6 • 3G=L1'3v=91'3d=Sl'6'v=vl'Yid=£l'ti0S=ZI'Ov/Gv'0=11'0'v/OI=OI'0'v/GZ=6'Jv/Gv-£=8* * 33idiO3dS=63SO :3d,11 IiOS '3"1/0L-S=L'3ViOO1-8=9'3'v/0 +li ndS=S'u03=tr';d'v=£'HW=Z'Wd3=1 :S3d,li 'A3O* 1 1 i • i 1 1 1 1 1 1 1 1 1 I 1 1 1 i 1 1 i 1 1 1 I 1 I I I I 1 I L£'9 6£' £i'Z1 L1'11 £6'9 6£' 6Z'S1 09'O1 6Z'S 6£' L6'6 • L0'11 a'v Wd Di t 1 Z'11 =d i £6'9 = (S383'v)'V36'V 1'v101 L£'9 = (S363V)V3bV 3AI133jj3 i00'901 1 33N301dNO3 { 6£' _ (3H/NI)WJ 039V63A'v 1 #1NIOd Kd 1 IS3nV1 I L'Z1 = ('NIW)NOI1'vaiN33N0,3 jO 3WI1 i SISA1'VN'V 1 Z' 1l = (Sj3)31'vb MOld W3d l 33N3fIldNO3 I I t t t I I I I 1---- I---- I - ; ---- I--------i I 1 I i----I 1----I8'£ 188£.' 188£'i££'Zlt'Zl 1----1 9 1 v {Z'Z i0'l 100'901 9'9=H10IM0001d1 1 I 1 I I 1 I {8'i 1 1 1 { !rid 0i MOld '4f 9£'=H1d30I 1 1 I I I I 1133a1S-41'9£ s pi' £ =AO* l 9' £ I £810' I SS£ I :----- I---- I---- I ----- I I---- i----1------ I •- 1-----i----l£'Z 188£' 188£'iSS'Z16 u1 1----i s l V IZ'1 Is' Iuo'ZZl 0'S=H1OIMG001di 1 I { { 1 { 1 10'Z 1 i 1 1 i#'ld 0i MOlj '74 Si'=Hid3G1 I 1 I 1 1 1 1 I I I I { 113361S-W9£ sA09'1 =AO* 11'£ I11'10'IOZ£ 1 I 1----1 I { I----{ { i 1 I 1 I IL' 188£' 16£' l88'iiD'6 i----1 9 I v {£' 1£' 100'1Z1 v3n'v811S l'viliNl1 " I£600' I0LZ 1 I i"{ { I I I l i i 1 1 1 1 i 1 I 1 I 1 1 1 I 1 I 1 I t 1 1 I ----, —1— —1 ----- ; ----1— ---, ----, ------ 33N3l1dNO3 bNdl----I----- IIS'L I { 10L'il0'01 1----1 1 19'£ I. 100'901 1 1--- I 1 I— I---- I-----1---- I---- i----1 1 i { I----- I---- I------1-----1---- I---- I----- I----1----1---- I------1-------; 6S'£ 6£' L6'6 9vI 'L SL'tr 6£' 6Z'SI. 9Z'L 1 -d'v Wd 01 b 1 S'L =4 I SL'tr = (S333V)'V36V 1V101 6S'£ _ (S3a3V)VRIV 3Ai103dd3 100'S01 33N3l1dNO3 i 6£' _ (dH/NI)Wd 030'vb3AV { #1NIOd dOd 1 1938aV1 I 0'01 = ('NIW)NOI1'valN33NO3 dO 3WI1 I SISnI'VNV I { S'L = (Sd3)31Vd MOld x'V3d 133N3lidNO3 1 t 1 I I t I t I 1 1 I 1 I -I ----- 1----1t I—I-------1 1 I S3ION ONV i'Sdd14/4Jl(.')l WOS I(a^'v)I 1H/41'NIW i'NIWI3dA113d,t11 es I'VHVEIOISIa38WICN iNiOd S3i111'vWAH 1 A 13dOlS{Hivd1 b 1 Wd 1 Wd 1 I 1 3i 1 ai I'A30I1i0SI (S3n3V) V3nV INOIt'v81N33NO3 [RiVMijOS SNId33Ni0N3 033NVA0V 8861-6861 (3)] dO b38WflN 33'vd 1 ,1G111S GNAW 1VNOi1V6 WbO1S 6'V3A-0'01 'A8 03K9H3 ',18 031Vil3lV3 I :3WVN AG11iS EA1N1103 ONIOnYN638 NVS] [SAN BERNARDINO COUNTY] STUDY NAME: 1 CALCULATED BY: I CHECKED BY: 10.0-YEAR STORM RATIONAL METHOD STUDY I PAGE NUMBER OF [(c) 1983-1988 ADVANCED ENGINEERING SOFTWARE] CONCENTRATION! AREA (ACRES) ISOILIDEV.1 Tt I Tc 1 I 1 Fm 1 Fm 1 Q IPATHISLOPEI V I HYDRAULICS POINT NUMBERISUBAREA! SUM ITYPEITYPEIMIN.I MIN.Iin/hI 1(Avg)1 SUM I(ft)Ift/ftIFPS.j AND NOTES I I I----1 ----1- -1 1 ---- I---- I ! I 1. { 1 i------I----1----I 1-----I----I----I----- 11901.00711 3.01 *Qav= 11.3cfs 36.ft-STREETI I { 1 1 1 1 1 1 ( 1 1 .!DEPTH= .62 ft. FLOW TO PT.#I 1 1 I 1 1.11 I 1 I 1 1 I• IFLOODW'IDTH=17.7 107.001 .1! 6.5I A I 6 1----1 13.812.221.3881 .388 11.21----I 1 1 ---'---------1----1----1-----------1----1 I I ! I---- 107.001 I 6.5I I I----; 13.812.221 I 11.21 ---1 I- ---IFOR CONFLUENCE 1 I 1 1 1 I --I- I 1--1 1{ 11{{ l I 1 1 1 1 I •• I 1 I I I 1 6001.0133! .. ;INITIAL SUBAREA 131.001 1.31 1.3! A. I 6 !----! 11.512.481 .391 .388! 2.4I----I I ! I I ------{----I----! 1 I----1----I-----; 12401.0125! 3.01 *Qav= 2.9cfs 36 ft-STREET! I I 1 I I 1 I 1 I I 1. I ;DEPTH= .36 ft. FLOW TO PT.#I I I 1 11.31 1 1 1 1 1 1 I IFLOODWIDTH= 6.6 132.001 .6! 1.81 A I 6 ;----1 12.812.321.3881 .388; 3.21----1 1 1 1 1 I----1---- I 1-----1----1----1 1 1 2201. 02101 4.01 *Qav= 3.6cfs 36.ft-STREET1 I ; I ! 1 I I• i 11 I ;DEPTH= .36 ft. FLOW TO P?.#; ! I• ! 11.01 I 1 1 ; I I I IFLOODWIDTH= 6.6 107.001 .5I 2.3I A 1 6 !----! 13.812.221.3881 .388! 3.81----1 I ! 1 1-----1----1----I-----1------I----1 CONFLUENCE I PEAK FLOW RATE(CFS) = 15.0 ANALYSIS 1 TIME OF CONCENTRATION(MIN.) = 13.8 1 LARGEST FOR POINT# I AVERAGED Fm(IN/HR) _ .39 1 CONFLUENCE 107.001 EFFECTIVE AREA(ACRES) = 8,80 TOTAL AREA(ACRES) = 9.39 1 Q= 15.0 Q Tc Fm Ae • 14.62 •11.02 .39 7.29 15.00 13.83 .39 8.83 13.98 16.39 .39 9.39 15.01 13.76 .39 8.80 1----1----1-----1------1 40I 00701 3.01 *Qav= 15.0cfs 36.ft-STREETI I I 1 1 1 1 1 1 1 1 1 1 IDEPTH= .64 ft. FLOW. TO PT.#I I 1 1 1 .21 ;• ; I ; ; I ; {FLOODWIDTH=18.0 108.001 , .01 8.81 A 1 6 I----! 14.012.201.3881 .388; 15.01----1-----1----I 1 - 1 1----1----1----1-----1----1----1-----1------1----1 1--1 108.00; 1 8.Ol I I ----I 14.012.201 I { 15.0!----! 1 -!FOR CONFLUENCE *DEV. TYPES: 1=Com,2=MH,3=A.rt,4=Ccm,5=SFR 11+ D/AC,6=8-10D/AC,7=5-7D/AC, SOIL TYPE: USER=SPECIFIED *8=3-4D/AC,9=2D/AC,10=1D/AC,11=0.4D/AC,12=Sch,13=PK,14=Ag,15=PC,16=AC,17=DC RUNOFF COEFFICIENT* + - + 1-+ +-+ [SAN BERNARDINO COUNTY] STUDY NAME: I CALCULATED BY: I CHECKED BY: 10.0-YEAR STORM RATIONAL METHOD STUDY I PAGE NUMBER OF [(c) 1983-1988 ADVANCED ENGINEERING SOFTWARE] CONCENTRATION! AREA (ACRES) ISOILIDEV.I Tt I Tc I I 1 Fm I Fm 1 Q IPATHISLOPEI V I HYDRAULICS POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.I MIN.Iin/h1 I(Avg)I SUM I(ft)Ift/ftIFPS.I AND NOTES I I I 1 I 1 -----1---- - -1 1 1 1 1- -1- -1- -1 1----1----1----- I 1 1 1 I 1 1 1 1 I I 1 1 1. 1 I 1 I • 1 1 1 •• I I 1 I 1 1 270I.0075! .. !INITIAL SUBAREA 141.001 .3! .3I A 6 I ----I 9.312.811 .391 .3881 .71 ! 1 1 ! I---- ----! 1 I----1----1 I 1 3101.01451 2.91 *Qav= 1.5cfs 36.ft-STREET1 DEPTH= .29 ft. FLOW TO PT.#I ! ! 1 2.01 1 I 1 1 1 I I IFL OODWIDTH= 5.0 142.00I .9I 1.21 A 6 1----1 11.312.501.3881 .3881 2.21----1 1 1 13101.01031 2.91 *Qav= 3.0cfs 36.ft-STREET1 I I 1 1DEPTH= .38 ft. FLOW TO PT.#I ! 1 1 IFLOODWIDTH= 7.0 143.00I .9 2.1 A 3.51----1-----1----1 • 1 --- 1 1951.01281 3.21 *Qav= 3.9cfs 36.ft-STREET1 1 ! 1 (DEPTH= .39 ft. FLOW TO PT.#I I I 1 • 1FLOODWIDTH= 7.4 144.001 .5 2.6 A 4.21 1 1 1 1 I--- 1 1301.02721 4.41 *Qav= 4.5cfs 36.ft-STREETI I i 1 1 1 1 1 1 I I 1 !DEPTH= .38 ft. FLOW TO P?.#! 1 51 i 1 ! ! ! •I 1 IFLOODW'IDTH= 7.0 108.00I .4 3.0I A I 6 I ----I 14.712.141.3881 .388! 4.81 1 1 1 1----1---- -1- I----1 -----1 1----1-----1---- CONFLUENCE I PEAK FLOW RATE(CFS) = 19.7 ANALYSIS I TIME OF CONCENTRATION(MIN.) _ 14.0 1 LARGEST FOR POINT# I • AVERAGED Fm(IN/HR) _ .39 ! CONFLUENCE 148.00! EFFECTIVE AREA(ACRES) = 11.70 TOTAL AREA(ACRES) = 12.43 I Q= 19.7 ! Q Tc Fm Ae 19.04 11.24 .39 9.62 19.71 13.98 .39 11.70 19.70 14.05 .39 11.74 I 18.33 16.61 .39 12.43 19.50 14.70 .39 12.01 1 1 I I I I 1----1----1-----1------1----1 1 1 1 I 1 1 1 1 1 I I I I 1 I 1 1 1 1 1 I 1 1- • 1 1 I I I 1 I I 1 1 1------- !------ !-------- I I - ---- I---- I---- I----- I 111111 11•01 1 1 1 1 6 I ----I 13.212.281.3881 .3881 -1 1-----1----1- -1 1 1 1 1 1 1 1 1 1.01 1 1 1 1 6 I ----I 14.212.181.3881 .3881 - I ----1 1-----1----1----1 --- I + - + *DEV. TYPES: 1=Ccm,2=MH,3=Apt,4=Con,5=SFR 11+ D/AC,6=8-10D/AC,7=5-7D/AC, SOIL TYPE: USER=SPECIFIED * *8=3-4D/AC,9=2D/AC,10=1D/AC,11=0.4D/AC,12=Sch,13=PK,14=Ag,15=PC,16=AC,17=DC RUNOFF COEFFFICIENT* I +-+ + - + [SAN BERNARDINO COUNTY] STUDY NAME: I CALCULATED BY: I CHECKED BY: 10.0-YEAR STORM RATIONAL METHOD STUDY I PAGE NUMBER OF [(c) 1983-1988 ADVANCED ENGINEERING SOFTWARE] CONCENTRATION; AREA (ACRES) ISOILIDEV.I Tt I Tc I I I Fm I Fm ! Q IPATHISLOPEI V I HYDRAULICS POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.I MIN.Iin/hl 1(Avg)1 SUM I(ft)Ift/ftIFPS.! AND NOTES ;------ I---- I---- I---- I ----- 1- -1- I---- I I------ I---- I I ; I I------ 11 ----1----I ----- 1I-1 ------------I 11001.00941 3.51 *Qav= 19.8cfs 1 I I I I I I 36. ft-STREET I DEPTH= 64 ft • FLOW TO PT.#; ! I I I •51 I I I I I I I IFLOODWIDTH=18.0 205.001 .0I 11.81 A I 6 I ----I 14.512.161.3881 .388! 19.7I----I I ; I I ---- I---- I---- I -----; -1- ---- I i ! ! I ; 205.001 I 11.81 I I----i 14.512.161 I I 19.7I----1----- I ----!FOR CONFLUENCE I I 1---- I---- I----1 -- I---- I---- I----- I I----1 -- I---- I I 1 1! ! I I 11 I 1 1 1 I I I I I I I I I • 1 I 1 ; I •• ; 1 1 I ! 15701.01291 .. !INITIAL SUBAREA 201.001 1.2I 1.21 A 6 I ----I 11.312.501 .391 .388I 2.3I----I I- ---I I I ------ I---- ----; I -----;----I ; I 1350I 0127I 3.0I *Qav= 3.1cfs 36.ft-STREET1 I I ! I I. ; I I I I I !DEPTH= .36 ft. FLOW TO PT.#; I I 11.81 I I I I I I I IFLOODWIDTH= 6.6 202.001 .9! 2.11 A 6 l----( 13.112.291.3881 .388I 3•61----I-----I----I ; i ; I I ;-----I----;----I i 12201.01301 3,31 *Qav= 4.1cfs 36.ft-STREET1 ; 1 ; ! 1 1 1 I I ; 1 1 IDEPTH:.39 ft. FLOW TO PT.#I I I ! ; 1.11 1 ; 1 1 1 1 I IFLOODWIDTH= 7.4 203.00I .6I 2.71 A I 6 I ----I 14.212.181.3881 .388I 4.3I----I-----I----I 1 ------I- --I -1 1 1 1 I135I.0133I 3.31 *Qav= 4.6cfs 36.ft-STREETI I I I I I ; ; I I 1 1 I !DEPTH= .41 ft. FLOW TO PT.#I i 1 I ! .61 1 I I I ! I ; IFLOODWIDTH= 7.8 204.001 • I 3.0! A I 6 ----1 14.812.131.388! .388I 4.71----I i I ----- 1--1-1 1 140I 01341 3.61 *Qav= 4.9cfs I I I I I I I I I I `I 36.ft-STREET1 i I I ; ; 1 I I I I I I ;DEPTH= .43 ft. FLOW TO PT.#1 ! I 1 I •7! 1 I ; ; 1 I I IFLOODWIDTH= 7.8 205.00I .i 3.2 A 6 ----I 15.512.071.388 .3881 ..a!I -1----- ---I I I ; 1 I 1 I I i I I ; I - 1 I I ; I 1 I I I 1 I I I I I I I I 1 I 1 1 I i ; i I I i I I 1 I I I ; I I ; I I_ I I I I 1 I 1 I I I i ; I I I ! I; ; I I ! I I *DEV. 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AREA (ACRES) 1SOILIDEV.1 Tt 1 Tc I I 1 Fm 1 Fm I D :PATH:SLOPE: V I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MIN.Iin/hI 1(Avo)1 SUM I(ft)lft/ft1FPS.1 1 1 1 1 1 1 1 1 1 1 _ 1 1 1 1 .11 1 1 1 1 1 1 1 1 1 1 1 1 ----1 , -------------'-------1------1----'----'----'-----1----1----i-----1------'----' '----'---------------' 1 1 1 1 1 1 1 1 1 1 1 1 1- 1 1 1 +-+ 1 1 1 11 101.001 1 1 1 1 1 1 1 1 36.ft-STREET! 1 I FLOW TO PT.#1 I I 102.00! 1 1 1 1 1 1 : 136.ft-STREET! :: FLOW TO PT.#1 I I 103.00: :: 1 1 1 1 1 1 1 1 ) 1 1 1 1 1 1 1 1 1 1 .. 1 .91 .9! 1 1 6 1----1 12.413.431 .391 .3881 1 !III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I ! 1 1 1.7! I 1 1 1 .71 1.51 1 1 6 1----1 14.113.181.3881 .3881 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 .21 I I 1 136.ft-STREETI I I FLOW TO PT.#1 I 1 104.00: 1 1 1 1 1 i .4' 1 I 1 36.ft-STREET! 1 : FLOW TO PLC I 1 105.001 1$ 1 1 1 11 HYDRAULICS AND NOTES , 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 11 :1 I 1 1 1 1 1 1 1 1 1 4101.00421 .. !INITIAL SUBAREA! 1 2.31 1 1 1 1 1 1 1 1 1 1 13301.01721 3.61 tDav= 3.2cfs! I I !DEPTH= .36 ft. 1 1 : I I 1FLOODWIDTH= 6.61 1 3.81 I I 1 1 I I 401.0145: 3.61 Clay= 4.7cfs1 1 1 !DEPTH= .41 ft. I IFLOODWIDTH= 7.8: 1 .7! 2.21 1 I 6 I----' 14.213.151.388! .3881 5.6, : I 1 1 I 1 1 1 I 1 I 401.01051 3.2! !Day 6.1cfs' I .21 1 6 1----1 14.413.131.3881.388: 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 1 1 1 , 1.41 , , 1 1 1 1 1 1 1 1 , 1 .71 3.31 1 I 6 1----1 15.812.961.3881 .3881 : I I 1 1 I 1 1 1 105.401 I 3.31 : 1----I 15.8I2.961 I I 7.71----1----- I ----'FOR CONFLUENCE 1 1 1 1 1 :DEPTH= .47 ft. 11 1 1 1 1FLOODWIDTH=10.81 I 6.61____1-----i----I 1 I 1 1 1 1 12701.01071 3.21 Clay= 7.4cfs1 1 : 1 1 !DEPTH= .52 ft. 1 I : 1FLOODWIDTH=12.11 1 7.71 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .. 111.00: .81 .81 1 1 6 I ----I --- 1---'------- 1------ '-l___ I 1 1 1 1 1 1 136.ft-STREET' : FLOW TO PT.#1 1 1 1 11.6: 1 1 I 1 1 105.00! .61 1.41 1 , 6 1----1 9.813.931.3881 .3881 4.51 1 1 1 1 1 II 1 1 1 1 1 I 1 1 8.314.371 .391 .3881 1 1 1 1 1 1 1 1 , 1 1 , 1 1 1 1 1 1 1 1 i 13151.01871 ..:INITIAL SUBAREA: : 1 2.91 1 1 1 1 1 1 1 1 1 13401.01931 3.81 (Gay= 3.9cfs' 1 1 !DEPTH= .38 ft. I I 1FL00DW1DTH= 7.01 I 1 1 1 i I IDEV TYPES: 1=Com.2=MF.3=Apt.4=Con,5=SFR 11+ D/AC.6=8-10D/AC,7=5-7D/AC. 11B=3-4D/AC,9=2D/AC.10=1D/AC,11=0.4D/AC,12=Sch,13=PK,14=Ao.15=PC,16=AC.17=DC +-+ 1 1 1 1 1 SOIL TYPES: 1=A,2=B,3=C,4=D.1 1 0,5=SPECIFIED RUNOFF COEFF. $ 1 +-+ 1 CUT PAPER ALONG OUTSIDE BORDER -LINE t t +-+ I1 II 11 1 1 V 1 STUDY NAME: 1 100.0-YEAR STORM RATIONAL METHOD STUDY 11 [ADVANCED EN I !CONCENTRATION! AREA !ACRES) !SOIL:DEV.: Tt I I I POINT NUMBERISUBAREA: SUM ITYPEITYPE:MIN.! I 1 I 1 , 1 1 1 1 1 1 1 i 1 1I 1 1 1 1 1 1 1 1 1 1 I 1 / . 1 1 I CONFLUENCE ITC#1= 15.8 TC#2= 9.8 TC#3= ANALYSIS I0#1= 7.7 012= 4.5 013= FOR POINT# II#1= 2.96 I#2= 3.93 113= 105.00IEA#1= 3.3 EA#2= 1.4 EA#3= IFa1= .388 Fe2= .388 Fa3= 101 = 11.0 02 = 11.1 03 = : 106.001 I 3.51 1 1 1 1 1 1 1 1 , 1 1 1 1 GINEERING S Tc1 I 1Fa1 Fe1 MIN.Iin/h! llAva)! 1 I 1 1 1 1 1 1 1 1 1 1 1 i .0 TC#4= .0 TC#5= .0 0#4= .0 015= .00 I#4= .00 I#5= .0 EA#4= .0 EA#5= .000 Fe4= .000 Fay= .004= .005= 1 1 I 1 1 1 i 1 1 1 1 1 i 1 1 1----I 9.8.3.93. I 1 1 1 1 1 1 1 1 1 , : ! 1 1 .. I 121.001 .3: .31 1 I 6 :----1 11 1 I 36.ft-STREETI : I FLOW TO PT.#! 1 1 122.001 I 1 1 1 1 . I I , 1 1 1 9.014.161 .391 .3881 1 1 1 1 1 . . I I . 1.7. 1 I' .41 1.21 1 : 6 1----: 10.713.751.3881 .3881 1 1. 1 1 1 1 1 1 1 136.ft-STREET! 1 FLOW TO PT.#1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1.6. 106.001 1.01 2.21 1 1 6 1----I 1 I 1 1 1 1 1 1 1 1 1 CONFLUENCE ITCH = 9.8 TC#2= 12.2 TC#3= ANALYSIS 1011= 11.1 012= 6.0 013= FOR POINT# 1111= 3.93 1#2= 3.46 I#3= 106.00:EA#I= 3.5 EA12= 2.2 EA#3= :Fe1= .388 Fn2= .388 Fe3= 101 = 16.7 02 = 15.7 03 = 1 1 1 1 1 1' 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 36.ft-STREETI ! 1 FLOW TO PT.#I 1 1 1 1 1.11 1 1 107.001 1 1 . 1 1 1 i 1 1 III I 12.213.461.3881 .3881 1 1 1 1 .0 TC#4= .0 TC#5= .0 014= .0 0#5= .00 I#4= .0D I#5= .0 EA#4= .0 EA#5= .000 Fe4= .000 Fa5= .004= .005= 1 1 1 1 I CALCULATED BY: I CHECKED BY: 1 PAGE NUMBER OF OFTWAREI 0 IPATHISLOPEI V I HYDRAULICS SUM I(ft)lftlft1FPS.! AND NOTES 1 1 1 1 1 1 1 1 1 i 1 1 .0 SUM OF STREAM 1 .0 AREAS= 3.491 .00 TOTAL .0 AREA = 4.751 LARGEST CONFLUENCE 0= 11.1 + - + 000----'-----'1----'---------- 1 ----1 1 .. 1 1 i 1 1 1 1 11.11----1----- I ----:FOR CONFLUENCE I 1 1 I 1 1 11 1 2701.00931 .. IINITIAL SUBAREA: 1 1.11 1 1 1 I I 1 3201.01411 3.41 thav= 2.4cfs1 1 I 1 1 !DEPTH= .33 ft. 1 1 I I 1 1FLOODWIDTH= 5.81 1 ---------'----------- 1 3.b'I '1 1'1--------1 1 1 1 3551.01831 3.91 10av= 5.0cfs! I I I• I !DEPTH= .41 ft. 1 1 'FLOODWIDTH= 7.81 1 6.0: 1 I I 1 I 1 1 I I 1 1 1 1 1 1 .0 SUM OF STREAM I .0 AREAS= 5.251 .00 TOTAL 1 .0 AREA = 6.931 .000 I I 1 .0 1 LARGEST CONFLUENCE 0= 16.7 1 1 . 1 1 1901.00711 3.01 nay16.9cfs1 I 1 :DEPTH= .64 ft. I I ! 1FLOODWIDTH=18.0I 1 .11 5.41 1 1 6:----1 10.913.701.3881 .3881 16.71 1 1 1 : I 1 1 1 I tDEV TYPES: 1=Caa.2=MF,3=Apt,4=Con,5=SFR 11+ D/AC,6=8-10D/AC,7=5-70/AC, It8=3-4D/AC,9=2D/AC,10=1D/AC,11=0.4D/AC,12=Sch,13=PK,14=Aa,15=PC116=AC,17=DC +-+ 1 1 1 1 1 1 1 1 SOIL TYPES: 1=A,2=B,3=C,4=D,1 1 0,5=SPECIFIED RUNOFF CDEFF. t I +-+ CUT PAPER ALONG OUTSIDE BORDER -LINE 1, t i t + - + +-+ I 1 I I I I I I I I 1 I I I I , I I I , II I1 1 1 1 1 STUDY NAME: 1 CALCULATED BY: 1 I 1 CHECKED BY: 1 1 100.0-YEAR STORM RATIONAL METHOD STUDY 1 PAGE NUMBER OF 11 [ADVANCED ENGINEERING SOFTWARE] 11 1 :CONCENTRATIONI AREA [ACRES} 1SOIL:DEV.1 Tt 1 Tc 1 I 1 Fm 1 Ft 1 0 1PATH:SLOPEI V 1 HYDRAULICS 1 1 1 1 POINT NUMBERISUBAREAI SUM 1TYPEITYPEIMIN.1 MIN.1in/h1 HAW: (Av: SUM MUM/MFRS.: AND NOTES 1 1 , 1 1 1 1 1 1 1 I , 1 1 I 1 1 1 1 1 i-------- -----'------- '------' '-'----'-----'----'----I-----'------'----'-----'----'I I I I I I I ----I -- 1 I I I 1 I 1 1 , 1 I I 1 1 107.001 1 5.41 1 1----I 10.913.70: 1 16.71----1----- I ----:FOR CONFLUENCE 1 1 I I I I I 1 I , I I I 1 1 1 I 1 I I , , 1 1 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 I I I I 1 1 I 1 I i 1 1 1 1 1 1 I 1 I ' ' ' 6001.01331 ..:INITIAL SUBAREA: 1 1 I I 1 1 I .. 1 1 1 , 1 1 1 131.001 1.31 1.31 1 1 6 1----1 11.513.591 .391 .3881 3.7! 1 1 : 1 1 , I 1 I I I I I , 1' ' 2401.01251 3.31 t0av= 4.4cfs: 1 I I 1 1 :: 36.ft-STREET: : : : : : I 1 I 1 :DEPTH= .41 ft. 1 : : I FLOW TO PT,#: 1 1 1.2: : : : I 1FLOODWIDTH= 7.81 1 11 132.001 .6: 1.81 1 1 6 1----1 12.613.391.3881 .3881 5.0: 1 1 1 1: 1 1 1 I 1 1 1 1 1 : : 1 12201.02101 4.21 t0av= 5.6cfs1 1 1 1 36.ft-STREET: 1 : : :DEPTH= .41 ft. 1 ' 1 1 FLOW TO PT.#1 I I I : .91 : I I : 1 1FLOODWIDTH= 7.81 1 11 107.001 .51 2.31 1: 6 1----1 13.513.261.3881 .3881 6.01 1 1 1 1 1 1, 1 1 1 1 I1 ` 1 , I I 1 I 1 I. 1 1 1 CONFLUENCE 1TC#1= 10.9 TC#2= 13.5 TC#3= .0 TC#4= .0 TC#5= .0 SUM OF STREAM 1 LARGEST 11 1 1 1 1 ANALYSIS 1011= 16.7 012= 6.0 013= .0 0#4= .0 015= .0 AREAS= 7.26: CONFLUENCE : : 1 1 FOR POINT# 1I#1= 3.70 I12= 3.26 I#3= .00 I#4= .00 I#5= .00 TOTAL 1 0= 22.4 : 1 1 1 107.001EA#1= 5.4 EA#2= 2.3 EA#3= .0 EA#4= .0 EA#5= .0 AREA = 9,39: : 1 1 1 IFm1= .388 Fn2= .388 Fm3= .000 Fm4= .000 Fm5= .000 , 1 1 1 1 1 1 :OI = 22.4 02 = 20.5 03 = .0 04 = .0 05 = .0 1 l 1 : 1 1 1 1 I 1 1 1 1 11 I 1 11 1 1 , i t i I !Ill 1 ' 1 1 ' 401.0070! 3.01 t0av= 22.4cfs1 1 I 1 :: 36.ft-STREET1 1 I 1 : : 1 1 :DEPTH= .64 ft. 1 : 1 1 FLOW TO PT.#: ' : 1 .21 1 1 1 1 1 1 I 1FLOODWIDTH=18.01 1 , I 108.001 .01 7.31 1: 61----1 11.113.661.388:.3881 22.41 1 1 1 1 1 1 1 1 I 1 1 1 1 I I I 1 1 1 1 1 1 1 I 1 1 I 1 1 , 1 I I I 1 1 1 1 I 1 1 I I 108.001 1 7.31 1 1----1 11.113.661 1 12.41----1----- 1----:FOR CONFLUENCE 1 1 1 1 1 i 1 1 1 , , 1 I 1 I I I 1 I 1 1 1 1 I i I I I I , 1 I I I 1 1 I 1 1 1 / 1 1 , 1 I I I 1 1 I 1 I 1 I I 1 1 1 1 1 1 ' '2701.00751 .. (INITIAL SUBAREA: : I I a ' 1 1 1 .. 1 1 I 1 I 1 I I 141.001 .31 .31 1 1 6 1----1 9.314.061 .391 .3881 1.01 1 1 1 1 1 I I I , I I , I 1 1 1 II I I 11 II 1 1 1 1 1 1 1 1 II I I 11 I 1 1 I , 1 1 1 1 1 1 1 , 1 1 II II I 1 1 1 1 , 1 I I I , II II I I I I I 1 / 1 1 I II , I I II 1 1 1 1 1 1 1 1 II / I 1 , , , I I 1 1 1 *DEV TYPES: 1=Com.2=MF,3=Apt.4=Con,5=SFR 11+ D/AC,6=8-100/AC,7=5-7D/AC. SOIL TYPES: 1=A,2=B,3=C.4=D4 1 1t8=3-4D/AC.9=2D/AC,10=1D/AC.11=0.4D/AC.12=Sch,13=PK,14=Aq.15=PC,16=AC.17=DC 0,5=SPECIFIED RUNOFF COEFF. t 1 +-+ +-+ CUT PAPER ALONG OUTSIDE BORDER -LINE +-+ V 1 1 STUDY NAME: I CALCULATED BY: I 1 1 CHECKED BY: 1 1 100.0-YEAR STORM RATIONAL METHOD STUDY I PAGE NUMBER OF 1I (ADVANCED ENGINEERING SOFTWARE3 11 I ;CONCENTRATION: AREA (ACRES) :SOIL:DEV.1 Tt 1 Tc ; I 1 Fa I F, 1 0 :PATH:SLOPE: V 1 HYDRAULICS 1 I 1 1 POINT NUMBERISUBAREAI SUM ITYPEITYPE:MIN.; MIN.;in/h1 ;(Avg): SUM I(ft)Ift/ft:FPS.: AND NOTES I 1 1 1 1 I 1 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 I 1 1 1 1 1 i 1 I 1 1 :------- 1------ 1----1----: 1 : I I I 1 3101.01451 3.31 t8av= 2.3cfs1 1 :: 36.ft-STREET; 1 1 1 1 1 1 1 1 1 :DEPTH= .33 ft. 1 1 : I FLOW TO PT.#1 11.71 I ; 1 1 ;FLDDDWIDTH= 5.81 1 1 1 142.00: .91 1.21 1 I 6 1----; 11.013.671.3881 .3881 3.51 1 I : 1 1 I 1 1 '1 i 1 / 1 1 i ' 31011.01031 3.11 tOav= 4.7cfs1 1 i 1 1 I 36.ft-STREET; 1 1 ;DEPTH= .44 ft. 1 1 I I FLOW TO PT.#: 1 : 1 : 1.71 : 1 1 1 1 : IFLOODWIDTH= 8.91 I ; 1 143.001 .91 2.11 1 I 6 1----1 12.7.13.371.3881 .3881 5.5: 1 1 I 1 1 ' 1 1 1 1 1 1 1 1 1 1 ' 1951.012B: 3.51 thav= 6.2cfs; 1 1 1 1 136.ft-STREET; I 1 I 1 I 1 ;DEPTH= .46 ft. 1: 11 FLOW TO PT.#I 1 II I .9: I 1 I 1I I I IFLOODWIDTH=10.2I I 1 I 144.001 .5: 2.61 1 1 6 1----1 13.713.231.3881 .3881 6.61 1 I I 11 1 1 1 1 1 1 1 1-----1----1----1-----1------ 1 1301.02891 4.9! tGav= 7.2cfsl 1 1 1 i 1 1 1 1 1 1 1 1 1 : 136.ft-STREET; I : I I 1 1 1 1 ;DEPTH= .42 ft. 1 I 1 1 FLOW TO PT.#1 : 1 1 .4I I 1 1 1 1FLOODWIDTH= 8.31 1 1 1 108.00; .41 3.01 1 1 6 1----; 14.113.171.38E:.3881 7.61 I 1 : 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 i 1 1 1 1 i 1 1 i 1 1 1 1 CONFLUENCE ITC#1= 11.1 TC#2= 14.1 TC#3= .0 TC#4= .0 TC#5= .0 SUM OF STREAM 1 LARGEST 1 1 1 1 ANALYSIS IO#1 22.4 8#2= 7.6 0#3= .0 0#4= .0 015= .0 AREAS= 9.661 CONFLUENCE I I I 1 FOR POINT# :I#1= 3.66 I#2= 3.17 I#3= .00 I#4= .00 115= .00 TOTAL I 0= 29.4 1 1 1 1 108.00:EA#1= 7.3 EA#2= 3.0 EA113= .0 EA#4= .0 EA#5= .0 AREA = 12.431 I I I I IFm1= .388 Fn2= .388 Fm3= .000 Fm4= .000 FPS= .000 1 ; : : 1 I 1 101 = 29.4 02 = 26.6 03 = .0 04 = .0 05 = .0 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 . 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i t 1 i i : I 1 1 I I I 1 I : : 1 1 I001.00721 3.21 t8av= 29.5cfs1 1 1 136.ft-STREET1 1 : : I 1 I 1 1 (DEPTH= .67 ft. 11 I FLOW TO PT.#1 I : : 1 .5I 1 I I I I I I 1FLDODWIDTH=18.01 I I: 205.001 .11 9.81 1: 6;----: 11.613.561.38BI .3881 29.4: I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , i 1 i 1 1 1 1 1 1 I I 205.001 9.81 I 1----1 11.613.561 I 1 29.41----1----- :----1FOR CONFLUENCE 1 1 1 1 1 1 1 1 1 1 1 1 : I 1 1 1 1 1 1 i 1 1 1 1 1 1 1 i 1 i 1 1 1 1 1 1 , , 1 I 1 1 I 1 1 .. ; 1 , 1 1 5701.0129:.. (INITIAL SUBAREA( 1 11. 201.001 1.21 1.21 1 1 6 1----1 11.313.621 .391.3881 3.6: I 1 1 1 1 It 1 1 1 1 1 1 1 1 1 1 I 1 1 11 1 1 1 1 1 1 1 1 1 11 t.. 1 1 1 1 1 1 *DEV TYPES: 1=Com.2=MF,3=ADt,4=Can.5=SFR 11+ D/AC.6=8-10D/AC,7=5-70/AC. SOIL TYPES: 1=A,2=B,3=C,4=D,t 1 1 t8=3-4D/AC,9=2D/AC,10=1D/AC.11=0.4D/AC.12=Sch1.13=PK.14=Ac.15=F'C.(6=AC.17=DC 0.5=SPECIFIED RUNOFF CDEFF. $ 1 +-+ +-+ CUT PAPER ALMS OUTSIDE BORDER -LINE V I STUDY NAME: 1 100.0-YEAR STORM RATIONAL METHOD STUDY 1 IADVANCED EN ;CONCENTRATION: AREA (ACRES) 1SOILIDEV.1 Tt 1 POINT NUMBER:SUBAREA: SUM :TYPEITYPE:MIN.1 1 1 I 1 36.ft-STREET: I FLOW TO PT.11 I 202.001 1 1 1 36.ft-STREET{ : FLOW TO PT.11 { 203.001 1 1 I 1 1 36.ft-STREET: 1 FLOW TO PT.11 204.00: 1 1 1 36.ft-STREET: 1 FLOW TO PLC 205.001 I I 1 t 5INEERI Tc1I 1Fm MIN.1in/h1 111111 � 1 1 i I I 1 1 I 1 1 It III i 1 1 1.B1 I i I i / I 1 1 , .91 2.11 1 1 6 1----1 13.113.321.38B1 .3881 1 / 1 1 I 1 1 1 1 I 1 1 1 1 I i I I 1 1 i I , 1 1 1 1 1 . ' I 1 1.0 ' I I 1 .61 2.71 1 1 6 1----1 14.113.171.38E1.3881 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 I I 1 CONFLUENCE 1TC11= ANALYSIS 1011= I FOR POINT# II11= { 205.001EA11= { 1Fm1= ;DI = 1 1 1 1 1 1 1 1 1 CALCULATED BY: CHECKED BY: • 1 PAGE NUMBER OF OFTWAREI 0 :PATH:SLOPE{ V 1 HYDRAULICS SUM :(ft)lft/ft1FPS.1 AND NOTES 1 1 I 1 1 1 i i 1 I 1 11 11 1 : 3501.01271 3.41 $Oav= 4.7cfs1 { { .3: 3.0: 1 1 1 1 I 1 i I 1 1 1 1 1 1 1 1 1 I I I I .61 1 1 . 1 .21 3.21 1 1 6 1----1 1 1 1 1 1 1 I 1 1 1 I 1 :DEPTH= .42 ft. 1 1 1 1FLOODWIDTH= 8.31 I 1 5.61 1 1 1 1 1 i i 1 2201.01301 3.51 HQav= 6.3cfs, 1 1 :DEPTH= .46 ft. 1 1 : IFLOODWIDTH=10.21 6.71 I 1 1 1 1 1351.01331 3.61 $0av= 7.1cfs1 : { : 1 { {DEPTH= .49 ft. 1 1 1 : I 1FLOODWIDTH=11.41 I 14.713.091.3881 .388: 1.3{----1----{----1 --------------1 i 1 i 1 1 : 1 11401.01341 3.6: iDav= 7.5cfs1 : 1 1 : :DEPTH= .51 ft. 1 1 1FLOODWIDTH=11.4' 1 15.413.011.3881 .3881 7.61 , 1 1 1 : 1 1 1 1 1 1 1 1 1 1 11.6 TC12= 15.4 TC13= .0 TC14= .0 TC15= .0 SUM OF STREAM : 29.4 012= 7.6 Q13= .0 014= .0 015= .0 AREAS= 12.19: 3.56 I12= 3.01 I13= .00 I14= .00 I15= .00 TOTAL 9.B EA12= 3.2 EA13= .0 EA14= .0 EA15= .0 AREA = 15.741 .388 Fm2= .388 Fm3= .000 Fm4= .000 Fm5= .000 1 1 1 36.302= 31.903= .004= .005= 1 1 { 1 1 1 1 { 1 : 301.001 i 1 1 1 { 36.ft-STREET: I FLOW TO PT.11 302.001 .0 1 , ' 1 : LARGEST 1 1 CONFLUENCE 1 1 0= 36.3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 / i I 1 1 1 1 1 I I 1 1 1.51 1.5: 11 1 1 1 1 9.713.971 .391 .3881 1111 I i 1 1 1 1 ' 3.61 1 I I 1 1 1 1.31 2.81 1 : 6 1----1 13.313.281.3881 .3881 7.31 1 1 1 1 1 1 1 1 1 1 1 11 1 1 , I 1 1 1 1 1 I I 1 6401.03501 .. {INITIAL SUBAREA: 4.91 1 , 1 1 1 4751.00461 2.31 *Dav= 6.6cfs1 1 1 1 :DEPTH= .56 ft. 1 1 : 1FLOODWIDTH=15.21 1 1 1 1 1 1 1 i 1 I 1 1 *DEV TYPES: 1=Com.2=MF.3=Apt,4=Con,5=SFR 11+ D/AC,6=8-10D/AC,7=5-7D/AC, 1113=3-4D/AC,9=20/AC,10=1D/AC.11=0.40/AC,12=Sch,13=PK,14=Ag,15=PC,16=AC,17=DC +-+ I i'•11 1 1 1 , SOIL TYPES: 1=A,2=B,3=C,4=D,1 1 0,5=SPECIFIED RUNOFF COEFF. 1 1 +-+ CUT PAPER ALONG OUTSIDE BORDER -LINE V +-+ +-+ 1 , 1 1 1 1 1 1 1 1 1 1 1 11 , 1 , I I STUDY NAME: I CALCULATED BY: : 1 1 I 1 CHECKED BY: 1 1 1 1 100.0-YEAR STORM RATIONAL METHOD STUDY 1 PAGE NUMBER OF I I :I [ADVANCED ENGINEERING SOFTWAREl I 1 :CONCENTRATION! AREA (ACRES) 1SOILIDEV.1 Tt 1 Tc I I 1 Fa I Fa 1 0 1PATHISLOPEI V 1 HYDRAULICS 1 I 1 POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.I MIN.1in/h1 1IAvo)I SUM 1(ftllft/ft:FPS.: AND NOTES 1 : 1 1 1 1 1 1 1 1 1 1 1 - 1 - 1 1 1 1 1 1 1 , 1 1 1 1 1 1 i 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3451.01391 3.9: GGav= 8.8cfs: 1 1 , i 1 1 1 i , 1 1 1 1 1 :: 36.ft-STREET: 1 : 1 1 : 1 I 1 I 1 #DEPTH= .51 ft. 1 1 :: FLOW TO PT.#I : I 1 I 1.51 I I I 1 1 : IFLOODWIDTH=12.71 1 1 1 303.001 1.21 4.01 1 I 6 1----1 14.913.071.3881 .3881 9.71 1 I 1 1 1 I:------------1-------1------ I----1----1 : I I I : 1 3201.01161 3.61 t0av= 10.7cfs: : : 1 36.ft-STREET: 1 ill 1 I 1 1 1 1 1 : 1 f :DEPTH= .56 ft. 1 1 ::FLOW TO PLC : I 1 1.51 1 I I I : IFLOODWIDTH=15.21 I 11 304.001 .81 4.9: 1 I b 1----1 16.412.901.3881 .3881 11.0: 1 I I 1 1 „ _____________1-----1------1----1----1 1 1 1 / 1 1 2001.01041 3.6! HHav= 11.6cfs, 1 1 i 1- i 1 1 1 i 1 i 1 1 1 i 1 1 36.ff-STREET1 : I : 1 I I I 1 #DEPTH= .59 ft. , 1 1 1 FLOW TO PT.#: 1 1 1 1 .91 : : I 1 : I 1 :FLOODWIDTH=15.81 1 11 305.00! .51 5.41 1 1 6:----1 17.312.801.38B! .3881 11.7:----1 ----- I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2051.0073: 3.11 t0av= 12.2cfs1 1 1 I 1 , 1 1 i i 1 i 1 1 1 : 1 36.ft-STREET: I I : 1 1 : 1 1 : :DEPTH= .63 ft. 1 I : I FLOW TO PT,#1 1 I 1 1 1.11 I 1 1 1 I 1 1FLOODWIDTH=17.11 1 :.1 306.00: .5! 5.9, 1 1 6 1----1 18.4:2.701.3881.3881 12.21 I 1 1 1 1 1 1 1 1 !III! 1 1 1 1 1 1 1001.00721 3.0: t0av= 12.5cfs! 1 1 1 1 , 1 1 1 1 1 / 1 I 1 1 36.ft-5TREETI 1 1 1 1 1 1 1 1 1 1 #DEPTH= .64 ft. 11 1 1 FLOW TO PTA: 1 1 1 1 .61 1 1 : 1 : 1 I 1FLDODWIDTH=18.01 I 1 I 405.001 .31 6.11 1 1 6 1----1 19.012.651.38BI .3881 12.5, I 1 , 1 1 1 1--------1---- ---1-----1----1----1----1-----1----1----1-----1------ 1-- 1-----1----11 1 1 1 ----- 1 1 1 1 1 1 1 1 1 1 ,--1 1 , 1 1 :: 405.00: 1 6.11 1 1----1 19.012.651 1 12.51----I----- 1----#FOR CONFLUENCE 1 1 1 1 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 i 1 1 i :1 1 1 I I 1 11 : I : I 1 1 :.. I 1 1 I : 16201.04171 .. !INITIAL SUBAREA: 1 1 I 401.001 1.8: 1.81 1 1 6 1----1 9.214.091 .391 .3881 5.91 1 , , 1 1 1 1 1 1 1 1 1 : 1 1 1 1 13901.01241 3.51 thav= 8.0cfs, : : 1 36.ft-STREETI I I 1 1 1 1 I #DEPTH= .51 ft. 1 1 : 1 FLOW TO PT.111 I 1 I 1 1.91 1 1 1 1 II IFLOODWIDTH=12.71 1 i 1 402.00: 1.5: 3.21 1 1 61----1 11.1:3.651.388I .3881 9.51 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 2301.0122! 3.7: Wav= 10.6cfs, 1 :: 36.ft-STREETI I 1 1 1 I I I I 1 I 1 1 #DEPTH= .55 ft. 1: : 1 FLOW TO PTA: : 1 : 1.01 1 1 1 1 : 1FLDDDWIDTH=14.61 1 1: 403.001 .81 4.11 1 1 6 I----1 12.213.461.3881 .3881 11.21 I 1 1 11 - 1 1 1 . II 1 1 1 I 1 1 1 1 1 1 , 1 1 1 1 *DEV TYPES: 1=Com.2=MF,3=Apt,4=Con,5=SFR 11+ D/AC.6=8-10D/AC.7=5-7D/AC, SOIL TYPES: 1=A,2=11,3=C,4=D,t I I t8=3-4D/AC,9=2D/AC,10=ID/AC.11=0.4D/AC.12=Sch,13=PK,14=Ag,15=PC,16=AC.17=DC 0,5=SPECIFIED RUNOFF COEFF. t I +-+ +-+ CUT PAPER ALONG OUTSIDE BORDER -LINE + - + 1 1 : I V 1 STUDY NAME: a a 1 1 100.0-YEAR STORM RATIONAL METHOD STUDY [ADVANCED EN :CONCENTRATION: AREA (ACRES) 1SOILIDEV.1 Tt 1 1 POINT NUMBERISUBAREA: SUM :TYPE:TYPE:MIN.: GINEERING S Tc1I IFm1 FmI MIN.:in/hl 1(Ava)1 1 1 1 1 a a 1 1 1 1 a a 1 1 1 1 a 1 1 36.ft-STREET: 1 a 1 a 1 1 1 1 1 1 1 a 1 FLOW TO PT.#I 1 : I : .6I 404.00: .51 4.61 1 I 6 I ----I 1 I : 1 1 : 36.ft-STREET: 1 FLOW TO PT.#: : a I 11.11 405.001 1.01 5.61 ! 1 6 I ----I I 1 1 1 : 1 • 1 1 a 1 1 1 1 1 1 OF 0 SUM aI I 1 :DEPTH= .56 ft. I : I : 1 1 1FLOODYIDTH=15,21 12.813.361.3881 .3881 12.21 1 : I 1 1 1 : I 1 2151.00871 3.31 t0av= 13.5cfs1 ! 1 ! a 1 a 1 I 1 1 a 1 1 a 1 13.913.201.3881 .3881 14.11 1 I : CALCULATED BY: I CHECKED BY: I PAGE NUMBER OF 1 I Ti1AREl II IPATHISLOPE: V I HYDRAULICS I : lift):ft/ft1FPS,: AND NOTES : I 11 1 11 I I a 1 1 , +-+ 1 1 1 i • 11501.01331 3.81 :Dav= 11.9cfs: 1 1 :DEPTH= .64 ft. I I :FLDODYIDTH=18.01 I t 1 I a 111 1a 1 1 1 - 11 1 1 1 a , a CONFLUENCE ITC#1= 19.0 TC#2= 13.9 TC#3= .0 TC#4= .0 TC#5= .0 SUM OF STREAM I ANALYSIS 1O#1= 12.5 012= 14.1 013= .0 0#4= .0 045 .0 AREAS= 10.021 FOR POINT# 1I41= 2.65 I#2= 3.20 I#3= .00 I#4= .00 95= .00 TOTAL 1 405.001EA#1= 6.1 EA#2= 5.6 EA#3= .0 EA#4= .0 EA#5 .0 AREA = 11.661 1Fm1= .388 Fm2= .38B Fm3= .000 Fm4= .000 Fn5= .000 1 I : 101 = 23.8 02 = 25.4 03 = .0 04 = .0 05 = 0----1----- 1----1----------- ---I 1 '-------'------'---'----'----'-----1----'----'-----'------a 1 a 1 1 1 1 i 1- a 1 1 1 a 1 a I 1 a 1 1 1 1 a 1 1 i 1 1 1 1 241.0754118.11 t0av= 25.4cfs1 1 1 1 I I I 1 I 1 1 In=.0130 Dn= .91 1 I .01 1 1 a a 1 I 24.0'-PIPE 1 1 a a 1 1 1 1 1 a a 1 1 a 1 a a a 1 1 1 a 1 1 1 1 1 a 1 1 1 1 a , 1 10.01 1 1----1 13.913.20: 1 1 25.41----I-----1----:FOR CONFLUENCE I I 1 1I1 1 1 11 11 a a a a 11 1a a s 1 1 ASSUMED DATA 1 I 11.001 35.61 I I 1 1 I 1 I 351.0154110.81 t0av= 35.6cfsl a 1 1 500.001 500.001 1 15.8: : 1 1 11 I 1 1 i 1 a 1 1 1 1 1 a .. 1 1 1 1----1 11.91 : 1 I 1 1 .11 a 1 1 1 1 1 a a a a 1 1 1 a 1 a a a a LARGEST 1 1 CONFLUENCE 1 I 0= 25.4 1 1 1 1. 1 1 1 1 1 1 1 1n=.0130 Dn= 1.61 I 1 I 30.0'-PIPE 1 1111 1a 11 a a a a a a a a 1 I CONFLUENCE MC= 13.9 TC#2= 12.0 TC#3= .0 TC#4= .0 TC#5= 1 I ANALYSIS 1041= 25.4 042= 35.6 043= .0 044= .0 045= 1 I FOR POINT# 1I#1= 3.20 112= 3.50 I43= .00 I14= .00 I15= 1 I 500.00:EA#1= 10.0 EA#2= 15.B EA113= .0 EA#4= .0 EA#5= 1I a n 1 1 a a 1Fm1= .388 Fm2= 1.000 Fm3= 101 = 56.7 02 = ' 59.8 03 = I I I I 1 I .000 Fm4= .000 FmS= .0 04 = .0 05 = .0 I I I 1 1 1 1 1 I .0 SUM OF STREAM I .0 AREAS= 24.411 .00 TOTAL .0 AREA = 27.431 .000 1 1 I LARGEST CONFLUENCE 0= 59.8 1 *DEV TYPES: 1=Com,2=MF,3=Apt,4=Con,5=SFR 11+ D/AC,6=8-10D/AC,7=5-7D/AC, I18=3-4D/AC,9=2D/AC,10=1D/AC,11=0.4D/AC,12=Sch,13=PK,14=Ag,15=PC,16=AC,17=DC +-+ t 1 1 a a SOIL TYPES: 1=A,2=B,3=C,4=D,t 1 0,5=SPECIFIED RUNOFF COEFF. t 1 +-+ CUT PAPER ALONG OUTSIDE BORDER -LINE 1 + - + I , I I I 1 I I 11 I I V II 11 1 STUDY NAME: 1 CALCULATED BY: I 1 I CHECKED BY: I 1100.0-YEAR STORM RATIONAL METHOD STUDY 1 PAGE NUMBER OF :I [ADVANCED ENGINEERING SOFTWAREl 11 1 :CONCENTRATION: AREA (ACRES) ISOILIDEV.: Tt 1 Tc 1 I 1 Fa : Fa : 0 IPATHISLOPEI V 1 HYDRAULICS I 1 I 1 POINT NUMBERISUBAREA: SUM ITYPEITYPEIMIN.1 MIN.1in/h1 1(Avo)I SUM I(ft)Ift/ftIFPS.1 AND NOTES 1 1 I I 1 1 1 1 1 1 1 1 1 _ 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I ------------- I ------- 1------1----1----1 1 1 1 1 I 11601.0393117.41 !Dav= 59.8cfs1 1 I I I I I 1 I I I I I I I : I I 1 1 1 I I I 1 I I 1 :n=.0130 Dn= 1.71 I 1 I 1 1 I .21 I I 1 I 1 1 30.0'-PIPE 1 I I 1-------------I -------I------1____:____:____: -----I----I----I----- I------I----I----- i----II I : I 501.001 : 24.41 1 1----1 12.11 I 1 1 59.81----1----- I ----:STREAM SUMMARY 1 1 I 1 1 1 1 1 I1 1 1 I1 1 1 1 1 I 1 I 1 EFFECTIVE AREA(ACRES)= 24.41 TOTAL STUDY AREA(ACRES)= 27.43 PEAK FLOW RATE(CFS)= 59.79 I 1 1 I I I 1 , 1 1 1 1 I1 I I I I 1 1 1 1 I I I 11 1 11 1 1 I I 1 1 I 1 1 I 1 1 I I 1 1 1 1 1 1 I I 11 I I I I : 1 1 1 1 I 1 1 1 1 1 I I 1 1 1 I 1 11 1 1 I I 1 1: 1 I I I 1 1 I I I I I 1 1 1 1 1 1 II I I 1 11 I I : I I 1 1 I 1 I 1 I I I I 1I 1 I I I 1 I I 1 I I I I 11 II i 1 1 1 1 I 1 I I I I : I 1 I I I I I I 1 I I 1 1 I I I I 1 I1 I I I 1 II I I I I I I I 1 1 I I 1 I1 I1 I I 1 I I I I 1I I I 1 I I 1 I 1 1 1 l 1 1 1 I 1 I i 1 I 1 I I I i I I I 1 1 1 1 I 1 I 1 1 1 1 I 1 I I 1 1 I I II 1I I *DEV TYPES: 1=Co®.2=MF,3=Apt,4=Con,5=SFR 11+ D/AC.6=B-10D/AC,7=5-7D/AC, SOIL TYPES: 1=A,2=B,3=C,4=D,l 1 1lB=3-4D/AC,9=2D/AC,10=1D/AC,11=0.4D/AC,12=Sch,13=PK,14=Ag,15=PC,1b=AC,17=DC 0,5=SPECIFIED RUNOFF COEFF. $ 1 +-+ +-+ 1 0 } x EN r_' r r EN r NE EN r NE r r r r NE r r r r T1 FDNTANA TRACT ND. 14221 30-INCH LINE TO VILLAGE DR. E MAIN S.D. T2 McCutchan CD.. Inc.. 2698 Mataro Street. Pasadena. CA 91107 I T3 MAY 31. 1989 10-YEAR STORM ( 100.00 951.05 7 .013 954.40 ii 110.50 951.09 7 .013 I R 131.66 951.19 7 .013 59. R 146.68 951.22 7 .013 R 242.48 956.17 7 .013 IIR 261.07 957.14 7 .013 47. JX 265.07 957.34 7 2 .013 16.1 957.58 65. R 298.58 957.88 7 .013 11 SH 7 II CD 1 1 5.0 2.0 1.5 1.5 CD 2 4 2.0 CD 3 4 1.0 'CD 4 4 3.25 CD 5 4 3.75 CD 6 4 1.5 IICD 7 4 2.5 CD 8 3 3.5 10.0 CD 9 4 3.5 IILine 2 Col 1 File: C:\TR14221\H14221A.WSP 11:02:51 ' 0 D 22.2 II-Line 1 Col 1 File: C:1TR14221\H142210.WSP 11:03:25 1 F0515P WATER SURFACE PROFILE LISTING FONTANA TRACT NO. 14221 30-INCH LINE TO VILLAGE DR. E MAIN S.D. McCutchan Co.. Inc., 2698 Mataro Street, Pasadena, CA 91107 MAY 31. 1989 10-YEAR STORM 'ATION INVERT DEPTH H.S. ELEV OF FLOW ELEV PAGE 1 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR HEAD SRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR Ititltitttttttttltltitittiffttttitltitttiflitittttltlfiiitltififfttitflflflifitfiliflfititifittitttitflititllttttftiitliiiitiftlitf II100.00 951.05 3.350 954.400 38.3 7.80 0.945 955.345 0.00 2.091 2.50 0.00 0.00 0 0.00 I10.50 0.00381 .008719 0.09 2.500 0.00 110.50 951.09 3.402 954.492 38.3 7.80 0.945 955.437 0.00 2.091 2.50 0.00 0.00 0 0.00 I 21.16 0.00473 .008719 0.18 2.500 0.00 131.66 951.19 3.639 954.629 38.3 7.80 0.945 955.774 0.00 2.091 2.50 0.00 0.00 0 0.00 I15.02 0.00200 .008719 0.13 2.500 0.00 146.66 951.22 3.740 954.960 38.3 7.80 0.945 955.905 0.00 2.091 2.50 0.00 0.00 0 0.00 II1.07 0.05167 .008719 0.01 1.115 0.00 II147.75 951.27 3.703 954.978 38.3 7.80 0.945 955.923 0.00 2.091 2.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 i 147.75 951.27 1.171 952.446 38.3 16.97 4.471 956.917 0.00 2.091 2.50 0.00 0.00 0 0,00 6.66 0.05167 .043146 0.29 1.115 0.00 I154.41 951.62 1.178 952.798 38.3 16.82 4.393 957.191 0.00 2.091 2.50 0.00 0.00 0 0.00 II 30.59 0.05167 .040079 1.23 1.115 0.00 185.00 953.20 1.223 954.423 38.3 16.04 3.994 958.417 0.00 2.091 2.50 0.00 0.00 0 0.00 II19.35 0.05167 .035281 0.68 1.115 0.00 204.35 954.20 1.269 955.4E9 38.3 15.30 3.633 959.102 0.00 2.091 2.50 0.00 0.00 0 0.00 I13.65 0.05167 .031074 0.42 1.115 0.00 218.00 954.90 1.318 956.223 38.3 14.58 3.301 959.524 0.00 2.091 2.50 0.00 0.00 0 0.00 10.23 0.05167 .027403 0.28 1.115 0.00 ' 228.23 955.43 1.370 956.804 38,3 13.90 3.001 959,805 0.00 2.091 2.50 0.00 0.00 0 0.00 7.96 0.05167 .024189 0.19 1.115 0.00 1 F0515P PAGE 2 WATER SURFACE PROFILE LISTING FONTANA TRACT NO. 14221 30-INCH LINE TO VILLAGE DR. E MAIN S.D. McCutchan Co., Inc.. 2698 Mataro Street. Pasadena. CA 91107 MAY 31, 1989 10-YEAR STORM II( 'ATIDN INVERT DEPTH W.S. A YEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ 2L ND AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH IR Ittittitttttitittittilttitttitttitittittttitittttitittttitttitittittitiiitiititttititttttttitttttititttttittttittttttttittttititttt 236.19 955.85 1.424 957.269 38.3 13.26 2.729 959.998 0.00 2.091 2.50 0.00 0.00 0 0.00 6.29 0.05167 .021373 0.13 1.115 0.00 242.48 956.17 1.482 957.652 38.3 12.64 2.481 960.133 0.00 2.091 2.50 0.00 0.00 0 0.00 3.80 0.05218 .019185 0.07 1.111 0.00 246.28 956.37 1.526 957.894 38.3 12.20 2.310 960.204 0.00 2.091 2.50 0.00 0.00 0 0.00 4.21 0.0521E .017268 0.07 1.111 0.00 250.49 956.59 1.589 958.177 38.3 11.63 2.101 960.278 0.00 2.091 2.50 0.00 0.00 0 0.00 3.34 0.05218 .015321 0.05 1.111 0.00 253.83 956.76 1.657 958.419 38.3 11.09 1.909 960.32E 0.00 2.091 2.50 0.00 0.00 0 0.00 2.63 0.05218 .013625 0.04 1.111 0.00 256.46 956.90 1.729 958.629 38.3 10.57 1.735 960.364 0.00 2.091 2.50 0.00 0.00 0 0.00 2.00 0.05218 .012147 0.02 1.111 0.00 258.46 957.00 1.807 958.811 38.3 10.08 1.578 960.389 0.00 2.091 2.50 0.00 0.00 0 0.00 1.44 0.05218 .010867 0.02 1.111 0.00 259.90 957.08 1.B91 958.970 38.3 9.61 1.434 960.404 0.00 2.091 2.50 0.00 0.00 0 0.00 0.88 0.0521B .009766 0.01 1.111 0.00 260.78 957.12 1.984 959.109 38.3 9.16 1.304 960.413 0.00 2.091 2.50 0.00 0.00 0 0.00 0.29 0.05218 .00E840 0.00 1.111 0.00 261.07 957.14 2.091 959.231 38.3 8.73 1.185 960.416 0.00 2.091 2.50 0.00 0.00 0 0.00 JUNCT STR 0.05000 .005675 0.02 0.00 265.07 957.34 3.245 960.585 22.2 4.52 0.318 960.903 0.00 1.603 2.50 0.00 0.00 0 0.00 33.51 0.01612 .002929 0.10 1.140 0.00 F0515P WATER SURFACE PROFILE LISTING FONTANA TRACT NO. 14221 30—INCH LINE TO VILLAGE DR. E MAIN S.D. McCutchan CD.. Inc., 2698 Matara Street. Pasadena. CA 91107 MAY 31, 1989 10—YEAR STORM PAGE 3 TATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! IL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH 1R ItttlttIMIttittltttt$IIM iltitltittittittittltltlittittttittttlltiitlltttttttitititttttitttitittttttttttttttttitltititltlltitllll 298.58 957.88 2.803 960.683 22.2 4.52 0.318 961.001 0.00 1.603 2.50 0.00 0.00 0 0.00 1 1 1 1 0 T1 FONTANA TRACT NO. 14221 30-INCH LINE To VILLAGE DR. E MAIN S.D. T2 McCutchan Co.. Inc.. 2698 Mataro Pasadena. CA 91107 T3 MAY 31, 1989. 100-YEAR STORM 70 100.00 951.05 959.60 110.50 951.09 R R R JX R SH CD CD 131.66 951.19 146.68 951.22 242.48 956.17 261.07 957.14 266.07 957.34 298.58 957.88 1 4 2 4 1 1 1 1 1 1 2 1 1 2.5 2.0 . 013 .013 . 013 .013 .0I3 .013 . 013 .013 Street. 59. 47. 20.6 956.22 65. ILine 1 Col 1 File: C:1TR142211H14221B.WSP 0 31.9 9:59:26 Line 1 Col 1 File: C:1TR142211H14221R.WSP 9:59:58 1 F0515P WATER SURFACE PROFILE LISTING FONTANA TRACT NO, 14221 30-INCH LINE TO VILLAGE DR. E MAIN S.D. McCutchan Co.. Inc.. 2698 Mataro Street, Pasadena. CA 91107 MAY 31. 1989 100-YEAR STORM PAGE 1 ,ATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT! BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ttttttttttttttttttttttttttttttttttttttttttttttttttxttxtttttttttttttttttttttttttttttttutttttttttttttttttttttttttttttttttttttttttttt I100.00 951.05 8.550 959.600 52.5 10.69 1.776 961.376 0.00 2.329 2.50 0.00 0.00 0 0.00 10.50 0.00381 .016383 0.17 2.500 0.00 II 110.50 951.09 8.682 959.772 52.5 10.69 1.776 961.548 0.00 2.329 2.50 0.00 0.00 0 0.00 II 21.16 0.00473 .016383 0.35 2.500 0.00 131.66 951.19 9.216 960.406 52.5 10.69 1.776 962.182 0.00 2.329 2.50 0.00 0.00 0 0.00 15.02 0.00200 .016383 0.25 2.500 0.00 146.68 951.22 9.432 960.652 52.5 10.69 1.776 962.428 0.00 2.329 2.50 0.00 0.00 0 0.00 I 95.80 0.05167 .016383 1.57 1.341 0.00 1 242.48 956.17 6.052 962.222 52.5 10.69 1.776 963.978 0.00 2.329 2.50 0.00 0.00 0 0.00 18.59 0.05218 .016383 0.30 1.340 0.00 II' 261.07 957.14 5.643 962.783 52.5 10.69 1.776 964.559 0.00 2.329 2.50 0.00 0.00 0 0.00 1 3UNCT STR 0.04000 .011216 0.06 0.00 266.07 957.34 7.379 964.719 31.9 6.50 0.656 965.375 0.00 1.924 2.50 0.00 0.00 0 0.00 32.51 0.01661 .006049 0.20 1.400 0.00 298.58 957.88 7.036 964.916 31.9 6.50 0.656 965.572 0.00 1.924 2.50 0.00 0.00 0 0.00 1z1-1 5-2a 89 1 1.0 12 = 21r r 1. I NOMOGRAM .9 11 .7 - 8 W W L. z .5 t C Z W .4 a 0 0 I- x .3 - 7 ti — 6 .- ,2 OPENING (h) IN INCHES t t .q• - I i local depression (at 0 0 Si" k 0 CAPACrT Y PER FOOT OF 10 8 - 6 - 5 - 1.0 T2 i 4221 NO2TH C,MtH 0AsI.1 Q1 K= 2r4 25.3L 2.4 :..s _ .6 -. - .5 .4 .3 - .2 .06 -- .06 - .05 -..04 - .03 Su•face of ponded woler A,. PONDED DEPTH IN PERMS OF HEIGHT OF 0 - 5 - 4 - 3 -2 - 1.5 -1.0 - .9 1.0 ELEVATION SECTION h = 811C.r. +41ILocAL = 1?�II N�(d,�c» (64;A). pcPersseot4 CAPACITY, CURB INLET AT -SAG r--vc- Plate 2.6-0651 dlov O-64 • iais kw, L ..i N Lb?/4 k I Z.Z!1 \\\ \ ?nt1 Wr1N 30 N 9ole JOW H is* = p L � od 001 VS2 = 'N VQ mod,% r11WO1 11111 MI-- Mil Mil MI— NMI M it 1IMF �i�—N l IMF an i Tn2 14221 ouTi-1 'GI-4 S 51►`1 �N 5-2G-01 — L- 0 0 N W 0 OF OPENI x �, 0 W V°y• ,J • 0 MtlpPt of curb • '4 L• Local dop►onlon a) i ELEVATION hery t► =cr+49 is oo I- 0 0 w a W a >• I— U a. 0 10 a -5 14.3 -• .3 - .2 .1 .08 - .06 - .05 .04 - .03 Su•fac• of ponaad water) �— "10 .8-,. —9 W 0 Z.5 Y"6Z - - Z Z - ^ 5 Z w .4 - o w O - O _ ;-41- 0 - o _ .3 - W x /3 -2 PONDED DEPTH IN -5 -4 - 3 - 2 - 1.5 - .T .6 •.5 -.4 - .3 -.2 N .84 h 1.0 -- .15 N= d + 4rLOCAL OEP�R.��StG►,lC-ivezftsAl°° Nordic 205 N,r NOMOGRAM -CAPACITY, CURB INLET AT SAG Rue 5 Plate 2.6-0651 diva= 0.51 SECTION Ink INN INN 1111111 MIN ME INN IIIIII Po,c PS21" k?‘' Nik Soun-f CA izfi OvAsit4, LE6Emr) 1-1y02.0Loa\r woOE Numeo2.: T1 1422 I 4i-612141 ORM k.) 1.40t'AiRt)t,1 Sfet-r()./ Poitt_ C52 inn Dowel'-- -ri+_ 4 11 I;yl I. Id it I I Dowel---- i I I Anchor---- Ail I L411 u} -'v- Alternate Manhole locations per Dwg. No. 2-0157 FLOW 4Radius W r '-Anchor per Dwg. No. 2-0232 Reinf. per Dwg. Na 2-0232 TOP SLAB - STRUCTURAL PLAN •-4"3 or"4 bars,4 req'd I DETAIL OF DOWEL Supersedes drawing of the same number dated Aug. '50 S.uH._ D. W.H. REVISIONS MANN u4rc Y[.CNI►/NM. 1.4111114.104.3 G. J. P. !li 2-6 - •11 I.I• 74 .••111.• I. N•I. 4 N Oar agiino/in• Dowel per Detail -1 " Dowel -Anchor ` 4„ Radius • 3" Radius A .Std. Frame and Cover f" Radius., ` ` ;per Dwg. No.-015r6� - • • er ( T-- Ic •NIE I— V ioI 1_ Subgrade optional -- 3" Radius Slope to outlet r� from all directions-, -Face Plate and Opening i per Dwg. No. 2-02322 r i!, .Street or act 4 L.D: surface UI Protection Bar and • Support Boll per Dwg. No. 2- 0175 and 2-0 232 Alternate connections per Dwg. No. 2-D224 . WI NOTES L CONNECTOR PIPE; Locale pipe al the downstream end of the basin unless specifically noted otherwise on the general plan. Pipe shall be trimmed to the final shape and length before the placement of the concrete. 2. CONCRETE: • Design, ff • 3,000ps1 compressive strength at 28 days Floor of the basin shall slope from all walls to the outlet and shall be given a sleet- troweled surface finish. Curvature of the sill and Ihe side walls al the gutter opening shell be formed by curved forms. Surface of all exposed concrete shall conform in grade, slope, color, and finish to the existing, or proposed,curb and walk adlocenl to the basin. 3.11EINFORCEMENT: (Std. Dwg Na 2-DIM • ©Top Slab- No. 3 or No.4 bars spaced as required on the Structural Plan. Walls and Floor -As required by Sid. Dwg. No. 2-D172. 4. DIMENSIONS: Curb lace at catch basin opening (Exist. C.F.. It) shall be as required by Sid. Dwgs. Nos. 2- D 88, 2-0415 or as shown on the general plan. Catch basins for W •10 (eel or more shall hove a "V" depth at the upstream end equal to the curb face at the catch basin plus 12 inchesA•but in no case shall the slope of the floor exceed 3.1 W • 14'- 0"; and b• 3'- 2", unless otherwise shown. V • 4' -0", unless otherwise shown. I • 6" II V ■ 4'- 0" or less. I • 8"il V•4'-1" 10 8-0". I • 10" II V • 8'- I " or more. 5. STEPS: (Std. Dwg. Na 2-D 96 ) V to 3-0"(incl.) , place one slap 12 inches above the floor of Ihe basin. V over 3'-0" , place steps at 12-inch Intervals from the floor of the basin with the lop step al 12 inches (minimum) below the lop surface of the lop slab. • LOS ANGELES COUNTY FLOOD CONTROL DISTRICT CATCH BASIN NO. 3 PLAN, SECTION, AND DETAILS MCNM.w.. •. SNOW. sr te• SPIISISSAL MiISMM-N 4.1 APPROVE* •V GMI[/ rMGWI•• C.W.H. SECTION A -A SCALE NONE DATE 5-15-'68 DWG. NO. 2-D163 SHEET I or I ,se d t 1 1 1 i 1 1 1 1 1 1 1 4' Tvscsl 1}' A A PLAN NO SCALE Add 4 Bars Diagonally Around Manhole Frame-. Tangent Point of Curb Return At Corner Locations Expansion Joint When Outlet Pipe Extends Into Gutter Apron - Add 3 *4 Bars As Shown or Add Wire Mesh 33/4" Dia. Galvanized Steel Bar Protection Bar hoiribto r. End Anchors 10"C.F Foundry #A-1577 or 10" CF. 8" C.F. i ewe a Cover Afhomixv Foundry s`A-IS30 or Equal. (Bituminous Painted) O Expansion Joint Standard Curb 8 Gutter • 0 c • • • 2s-0" •I 8" Mfl 4-4 Bars 6" O.C. Both Ways Slope: I/4"per ft, 31 3" 6" Radius ( as* wets s.; 3 • 3" Radius 2" Clear. 6" NOTES: I. Outlet Pipe Shall Be Trimmed To Final Length And Shope Before Concrete Is Placed. 2. Floor of Basin Shall Be Given A Steel Trowel Finish And Shall Slope From All Directions Towards The Outlet Pipe. 3. Walls And Floor Shall Be Reinforced With /F4 Deformed Bars el2" O.C. Both Ways. 4.Concrete Shall Be Class "A" (6 Sacks Portland Cement Per Cubic 'ford ). ILVarl•s to match back of sld•walk whoa apptteabl• ..REV tea p • It-B�. 0.441.d Hots. 5 lKJ 3" Protection Bar (See Detail) ., Slope: t l/2 Steel Plate Curb Bar- Alhambra 6 e'4e12�f O C. Foundry A-39 Outlet Pipe or Equal (May Be In Any Wall) Add 4 Bars Diagonally Aro und Pipe h PROTECTION BAR DETAIL `No Scale 4:12 Batter ft. Galvanized q Sit Support Bott Detail Below Use Support Bolt In 6' or Larger Inlet Opening SUPPORT BOLT DETAIL No Scale SECTION A —A NO SCALE CITY of FONTANA, CALIFORNIA CURB INLET STRUCTURE Drawn By REH .i6frt Checked By , Approved ' Cfr, mamess Date Ma .. STD. DETAIL 121 Los Angeles County Flood Control District LENGTH (FEET) 25 50 75 100 125 150 175 200 1 DESIGN OF SPUN CONCRETE CONNECTOR PIPES FLOWING FULL H 0.5 0.6 0.7 0.8 Q= A" 0.9 1.0 — 2.0 2.5 3.0 3.5 4.0 5.0 — 6.0 • 7.0 — 8.0 — 9.0 — 10.0 EXAMPLE H=1.0, Q=2• USE 0 = 27" 4Q moo: 1.1Y0aol. )64Y NDO eo5 (Sow+ eASIA) Catch Basin Area A ngth L Q 3 5 6 7 8 9 I0 15 20 Q= 25.3 sew H YORvc,a4Y No0F .405 (( okr (Ms'* 35 40 50 60 70 80 90 100 Free water surface H Hyd. grade line Storm Drain Page G-34 /V / / / / 2I 30 1� 0 35 3 6 0 25 50 75 100 125 150 175 WOO-4 GAS'tJ 3 2ts' OF 24 RG' D-30 t rkt PAS'N P 35' of 30`.2c.�'....._....... 201 9•ou�t CATCH 13ASit1/- u. 504 RCP ;0: '-' (Nooc tos) WoRml GATC1d 2 DASD 24"RCP Ityi_ C� 0 25.4 9 (NaPE 4053 1 i i • .EE■■■w■EEMEEMEI r11.lwEw■E■. a ENEEE■■■■■w■EE■■■IINAMM./1 w■■■■D:M ■.�m.■EE■w■■■■IIPIIII, l ■EE■■■P� ■■■w■■■■■w■■■■■■■ IEEE II11■w■■.4■w■wws• ..EE■E.■.■EE■EE..■L{I EVI1111■w■■L■� —■■■■■w■EE■■■I�, ll 1.%I III■EE■I■■EE� EE■EEB.I■w■�■■E/ 11IM11 If11■wA■EEE. 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