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HomeMy WebLinkAboutTract 15709 Hydrology & Hydraulics Report TR 15709 HYDROLOGY & HYDRAULICS REPORT 5/9/97 126 -1050 FaLi Mcc,%JcS 's GC�}� TR No. 15 709 Hydrology & Hydraulics Report Description Page I. Location Map 3 11. Drainage discussion 4 -5 III. On site Mainline Hydrology Calculation - - 1. Q10 6 -23 2. Q100 24-41 N. Catchbasin Hydrology Calculation 1. Q 42 -57 2. Q100 58 -73 V. Interim Offsite Hydrology Calculation 1. Q 74 -82 2. Q 100 83 -91 VI. Hydraulic Calculation 1. Street Capacity 92 -119 2. Catchbasin a. CB# 1 120 b. CB# 2 121 c. CB# 3 122 -123 d. CB# 4 124 -125 e. CB# 5 126 f. CB# 6 127 g. CB# 7 128 -129 h. CB# 8 Blank i. CB# 9 130 j. CB# 10 131 -132 k. CB# 10A Blank 1. CB# 11 131 -132 m. CB# 12 133 -134 n. CB# 13 133 -134 o. Sump CB Chart 135 3. Sketch showing "Q" inside SD pipe & Design "Q" 136 -139 4.Stonn Drain a. Line "A" 140 -149 b. Line "B" 150 -156 c. Lateral "1" 157 -163 d. Lateral "2" 164 -167 e. Lateral "3" 168 -171 f. Lateral "4" 172 -176 g. Lateral "5" 177 -180 h. Lateral "6" 181 -185 i. Lateral "7" Blank j. Lateral "8" Blank k. Lateral "9" 185 -188 1 Lateral "10" 189 -192 m. Lateral "10A" 193 -196 n. Lateral "11" 197 -201 o. Lateral "13 202 -206 p. Benn & Ditch Along NBdry of Phase 1 207 -214 VII. Reference Map 1. Soil Type Map 215 2. Rainfall Map 216 -217 VIII. Pocket Insert 1. Plate 1- On site Mainline Hydrology Map 2. Plate 2 - Catchbasin Hydrology Map 3. Plate 3 - Hydrology Map showing "Q" inside pipe and Surface "Q" 4. Plate 4 - Offsite Hydrology Map 5. Plate 5 - Berm Along North Phase 1 Boundary Madole and Associates,Inc., of the Inland Empire Consulting Engineers and Planners 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909)948- 8464 [File: \wp61 \15709] IN 126 -1050 Date 6/17/97 1 / , C /A D.S. fO J 1 FRWY 1 -• t 1 HIGHLAND 1 r__. AV 1 1, 1 1 1 1 • 1 i i r 4 I ! I I 1 1 I -- / -_ _ C 11: I � / 1 FONTANA ;! 1 . . 1 Etiwan da I a II .s i ! 1 ,I i 1 I _ r m r ,"4""m" -- z . / • �. , • � __ • , 1 /. .1 1 f f� ; 1 1 C t1 j tab L . ..�'!, « : . , t -% . . : s ' . I rorroiLi dtia _ '5. . - , i . ..- '.. , 0 ' . " •4.4 3e. r. . . rizrie lirtr , ,.......1 „V in ,.., 1 .„ iiirs.a . a'...i.a , ii II , { - 171 . I l ii 7:,'! j g -I v ale' - : ../... ... i . ...w1. , •"4 * 42 : .' t%..___' . -4 \1r - % -.. ".:%24.-attitc -"DI' . • - - .-1 ' ` — --.... — . ..... _ • BLVD ADO • • ILL L.— I I I j I xurrany 1 r na O) VICINITY MAP . • • 6,. • 0 Discussion: Tr 1 5709 is a single family development project ofLewis Homes. It is located at the northeast corner of Baseline Ave and Cherry Ave. Tract Boundary limits are: South Baseline Ave., North- Walnut Ave., East- San Sevaine Ave and West- Cherry Ave. Natural drainage runs on Northeast/ Southwest direction. Baseline Ave. as it presently exist captures drainage north of the centerline with an earthen ditch that runs parallel to and south of the northerly Right of Way. Baseline Ave. per the City of Fontana Master Plan of Drainage will ultimately replace the earthen ditch with a box culvert capable of conveying Q100 storm frequency. Timing of actual box culvert construction is within a 3 year time period per city staff estimate. The following process were performed to addressed drainage issues, for the initial submittal of this project for review by the city staff or city's designated plan checker. 1. A mainline hydrology calculation of Q and Q100 storm frequency for the whole area when fully developed Refer to PLATE No. 1. The northerly tributary area limit is Walnut Ave. and the easterly limit is San Sevaine Ave. It is assumed, some drainage facility will be along Walnut Ave to intercept the northerly drainage tributary area runoff between Cherry Ave. and San Sevaine Ave. The runoff generated by this procedure will be the basis for the onsite storm drain design. 2. A catchbasin hydrology calculation of Q10 and 0 100 storm frequency for the whole area when fully developed Refer to PLATE No. 2. Drainage area tributary limits is the same as item no. 1. Catchbasin opening are designed for initial time of concentration. The adjusted "Qs" for catchbasin intercepted runoff are found on pages - /34 to / : The significance of showing the adjusted "Qs" are: a. The adjusted "Q" is the corrected "Q" value that can be added directly to the mainline design Q while, b. The initial time "Q" or peak "Q" is the design Q for the hydraulic analysis of catchbasin lateral and catchbasin opening size as mentioned earlier. 3. A hydrology calculation of Q and Q100 storm frequency from the proposed temporary earthen berm located at the north boundary of Phase 1 development to the Highland Ave, the accepted northerly drainage limit by the city staff Likewise, the westerly and easterly drainage limit is Cherry Ave. and San Sevaine Ave., respectively. Refer to PLATE No. 4. The runoff generated by this procedure is the basis for the design of height plus freeboard required for the proposed earthen berm to protect Phase 1, from the northerly drainage tributary area. Future Pad Elevations of lots along this boundary will be the height of this proposed earthen berm. At the toe of this Q berm will be the interim ditch carrying runoff in the direction from San Sevaine to Cherry Ave. Refer to PLATE No. S. 4. Storm Drain line located at "C" Street will have a Manhole as a stub out at the temporary end of the storm drain. This will act as a standpipe drainage collector at this stage and then as a permanent maintenance manhole upon continuation of this storm drain, upstream in the future. 5. Storm Drain line and catchbasins located at "W" Street and then to the drainage easement between lots 41 and 42 will be designed for 2 times Q 100 for safety factor in lieu of constructing a secondary outlet at the drainage easement. 6. Design Criteria: a.Q10 < Tc b. Q 100 < R/w c. Depth x Velocity < 6 7. PLATE 3 Hydrology Map shows runof "Q" inside the pipe and Street surface "Q ". Also shown is the Street Capacity @ TC Elevation and @ R/W Elevation, as proof of satisfying, item no. 6 criteria. Any comments or corrections should be made on this PLATE, because pipe and surface "Q" are distinctly delineated here. While no doubt the hydrology calculation establishes the runoff "Q ", itsmisleading to interpret its results as an analysis for comparison to item no. 6 criteria, for the simple reason it does not take into account Catchbasin interception at nodes where catchbasin are proposed c ********************************************* * * * * * * * * ** * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Ver. 3.18 1983-94 Software es 1 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 * *** * * * * ** * * * * * * * * * * * * ** ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TR 15709 * * 010 HYDROLOGY * * JN 126-1050 * ****************************************** * * * * * * ** * ** * * * * * * * * * * * * * * * *u * ** FILE NAME: P15709.010 TIME /DATE OF STUDY: 14:13 5/19/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(OECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH /HOUR) = 1.0000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 27.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow - Depth = .50 FEET as (Maximum Allowable Street Flow Depth) - (Top - of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * ** *** * * * ** * ** ** * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW- LENGTH(FEET) = 865.00 ELEVATION DATA: UPSTREAM(FEET) = 1366.40 DOWNSTREAM(FEET) = 1352.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 14.138 * 10 YEAR RAINFALL INTENSITY INCH /HR = 2.380 SUBAREA Tc AND LOSS RATE DATA AMC II : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 5.10 .98 .60 32 14.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA SUBAREA RUNOFF(CFS) RVIOUS AR Ap = .60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 8.24 ********************************************* * * ** * * ** * * * ** * *** * * * *** * * * * ** ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 6.2 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( 0111 UPSTREAM ELEVATION(FEET) = 1352.80 DOWNSTREAM ELEVATION(FEET) = 1348.50 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ' STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.87 PRODUCT OF DEPTH &VELOCITY = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 16.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.210 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.61 EFFECTIVE AREA(ACRES) = 6.20 AREA - AVERAGED Fm(INCH /HR) _ .59 AREA - AVERAGED Fp(INCH/HR) _ .98 AREA - AVERAGED Ap = .. .60 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 9.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 FLOW VELOCITY(FEET /SEC.) = 2.88 DEPTH*VELOCITY = 1.02 tut tut:************ t** *t * * *** *** * ** ** * * ** ** ***u *** * ** num * ** * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.00 t 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.210 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.05 EFFECTIVE AREA(ACRES) = 7.60 AREA-AVERAGED Fp(INCH/HR) _ .59 AREA - AVERAGED Fp(INCH/HR) _ .98 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 11.12 t****** t* t* t* tu** ** ******** ** *tu* * * *u** * * ******* ****tutu** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 16.00 RAINFALL INTENSITY(INCH /HR) = 2.21 AREA - AVERAGED Fa INCH /HR = .59 AREA-AVERAGED Fp(INCH/HR) = .98 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 7.60 TOTAL STREAM AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.12 * * * ** * * ** ** * ***** * * ** tut ****** ttttttttt t** * * * ** ***t *** * * * ** **uu * **u*** FLOW PROCESS FROM NODE 2.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 950.00 C ELEVATION DATA: UPSTREAM(FEET) = 1362.90 DOWNSTREAM(FEET) = 1353.70 Tc = K*[(LENGTH** 3.00) /(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 16.172 * 10 YEAR RAINFALL INTENSITY(INCH /HR = 2.196 SUBAREA Tc AND LOSS RATE DATA(AMC II : O DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' A 2.30 .98 .60 32 16.17 ovunni-n nYLnnuL ri.n.ridy4 nnLn Inn,Iavn nN - SUBAREA RUNOFF(CFS) = 3.33 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 3.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6.3 STREET )))))(STREET TABLE SECTION R IONIVEI USED)(((((SUBAREA(ll(l UPSTREAM ELEVATION(FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1348.50 STREET STREET HALFWIDTH(FEET) = FEET) - 627.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .32 . HALFSTREET FLOOD WIDTH(FEET) = 10.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.12 PRODUCT OF DEPTH &VELOCITY = .67 STREET FLOW TRAVEL TIME(MIN.) = 4.75 Tc(MIN.) = 20.93 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.881 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 2.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 3.27 EFFECTIVE AREA(ACRES) = 5.10 AREA-AVERAGED Fp(INCH/HR) = .59 AREA - AVERAGED Fp(INCH/HR) _ .98 AREA - AVERAGED Ap = .60 - - _ TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = s 5.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 11.18 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY = .73 ******************************************** *** ** * * * * * * *** * * **u* * ** ** ** ** ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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. ) = 20.93 RAINFALL INTENSITY(INCH /HR ) = 1.88 AREA-AVERAGED Fm(INCH/HR) = .59 AREA - AVERAGED Fp(INCH/HR) = .98 AREA - AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.95 ** CONFLUENCE DATA ** STREAM 0 Tc Intensit Fp(Fs) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE 1 11.12 16.00 2.210 .98( .59) .60 7.60 1.00 2 5.95 20.93 1.881 98(( 59)) .60 5.10 2.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensit Fp(Fi) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 16.8 16.00 2.210 .975( .585) .60 11.5 1.00 2 14.8 20.93 1.881 .975( .585) .60 12.7 2.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE C FS) = 16.82 Tc(MIN.) = 15.996 EFFECTIVE AREA = 11.50 AREA-AVERAGED Fp(INCH/HR) = .59 AREA - AVERAGED p(INCH /HR) = .98 AREA-AVERAGED Ap = .60 ( 2 ) TOTAL AREA(ACRES) = 12.70 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 20.00 = 1555.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 6.3T- __ T )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 1 1 USED)((((( UPSTREAM DOWNSTREAM : 1339.50 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) : .020 SPECIFIED NUMBER OF HALFSTREETS = 2 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .92 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 16.34 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY : 1.50 STREET FLOW TRAVEL TIME(MIN.) = 3.33 Tc(MIN.) = 19.33 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.973 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 3.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) : 3.50 SUBAREA RUNOFF(CFS) = 4.37 AREA-AVERAGEDAFp(INCH /HR) 15.00 .98 AREA- AVERAGED Ap(INCH _ .59 TOTAL AREA(ACRES) = 16.20 PEAK FLOW RATE(CFS) = 18.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 16.26 FLOW VELOCITY(FEET /SEC.) = 3.41 DEPTH *VELOCITY = 1.49 s sus* s* s*** s* s******** s******s************ * * ****** *** * ** * * * *nus*s ** * * ** ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8.1 )) )))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 19.33 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.973 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.00 EFFECTIVE AREA(ACRES) = 16.60 AREA - AVERAGED Fm(INCH /HR) = .59 AREA- AVERAGED Fp(INCH/HR) _ .98 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 17.80 PEAK FLOW RATE(CFS) = 20.74 us *s** ***** ** s**** s***** s** s*** * * *s *ssss ** * *u*u*s*ussu*u** ** FLOW PROCESS FROM NODE 25.00 TO NODE 35.00 IS CODE = 6.3 )))))COMPUTE )))))(STREET FLOW USED)(((((SUBAREA((((( UPSTREAM ELEVATION(FEET) = 1339.50 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(ECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 1(:::) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .47 HALFSTREET FL000 WIDTH(FEET) = 18.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH &VELOCITY = 1.48 a . - i,. f SUBAREA LOSS RATE DATA(AMC II): DEVE S GROUP II (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A .50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) _ .60 $ C EFFECTIVE AREA(ACRES) = 17.10 AREA - AVERAGED Fm(INCH /HR) _ .59 AREA-AVERAGED Fp(INCH/HR) _ .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) = 20.74 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIOTH(FEET) = 17.98 FLOW VELOCITY(FEET /SEC.) = 3.11 DEPTH *VELOCITY = 1.46 ttn t******ttttttt tttt ttttt * *tt *tt*ttttuuttttttttttt utuuuuuuttt FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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. 20.16 RAINFALL INTENSITY(INCH/HR) = 1.92 AREA-AVERAGED Fm(INCH/HR) = .59 AREA-AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 17.10 TOTAL STREAM AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.74 ttttttttt uuuuuuuuutt t*t**tt*uutuuuuuttt*t *tuuututut FLOW PROCESS FROM NODE 3.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME - OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1366.00 DOWNSTREAM(FEET) = 1353.70 Tc = K *((LENGTH** 3.00) /( ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 15.737 * 10 YEAR RAINFALL INTENSITY(IN H /HR = 2.232 SUBAREA Tc AND LOSS RATE DATA(AMC II : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 2.80 .98 .60 32 15.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) • 4.15 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 4.15 I -**mt**********t**** u* ut********* * *ut*utuut*** * * ** * *uu** ** * *uuu* FLOW PROCESS FROM NODE 15.00 TO NODE 30.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( I )))))(STREET TABLE SECTION 1 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1342.30 STREET HALFWIDTH(F Ei) = 727.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN 10 CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .87 , C **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.91 STREETFIOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .32 ' HALFSTREET FLOOD WIDTH (FEET) = 10.40 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.91 PRODUCT OF OEPTHSVELOCITY = .93 STREET = Tc(MIN.) 19.81 11111 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL , AREA ,_ Fp _, ,__Ap , SCS '3-4 DWELLINGS /ACRE' A 2.30 .98 .60 32 RESIDENTIAL ' 3-4 DWELLINGS /ACRE' B 2.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 5.51 EFFECTIVE AREA(ACRES) = 7.10 AREA - AVERAGED Fm(INCH /HR) _ .55 AREA-AVERAGED Fp(INCH /HR) _ .91 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 8.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 11.57 FLOW VELOCITY(FEET /SEC.) = 3.09 DEPTH *VELOCITY = 1.06 ****************************** * * * * * * * * * * ** * * * * * * * * * * * * # * * * *nu m * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )) )))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1342.30 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 468.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 13.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 3.03 Tc(MIN.) = 22.84 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.785 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ' 3 -4 DWELLINGS /ACRE' A 2.20 .98 .60 32 RESIDENTIAL ' 3 -4 DWELLINGS /ACRE' B .30 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .95 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 2.74 EFFECTIVE AREA(ACRES) = 9.60 AREA- AVERAGED F /(INCH /HR) _ .55 AREA - AVERAGED Fp(INCH/HR) _ .92 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) = 10.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.91 FLOW VELOCITY(FEET /SEC.) = 2.61 DEPTH *VELOCITY = 1.02 ******************************************* ** ** * * * * * ** * * ** *** * ***** * * * **tm FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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. ) - 22.84 RAINFALL INTENSITY(INCH /HR ) = 1.79 AREA - AVERAGED Fm INCH /HR = .55 AREA - AVERAGED Fp(INCH/HR) = .92 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 9.60 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.65 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fi) Ap Ae SOURCE NUMBER (CFS) (MIN.) INCH /HR) (INCH /HR) (ACRES) NODE 1 20.74 20.16 1.924 97 58 .60 17.10 1.00 1 18.14 25.22 1.682 .97 .58 .60 18.30 2.00 2 10.65 22.84 1.785 .92 .55 .60 9.60 3.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 31.2 20.16 1.924 .957 .574 .60 25.6 1.00 2 27.9 25.22 1.682 .956 .574 .60 27.9 2.00 3 30.0 22.84 1.785 .956 .574 .60 27.3 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.20 Tc(MIN.) = 20.157 1::::) EFFECTIVE AREA(A = 25.57 AREA-AVERAGED Fm(INCH /HR) _ .57 AREA - AVERAGED Fp(INCH /HR) = .96 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 27.90 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 35.00 = 2395.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 6.3 ( )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1338.00 DOWNSTREAM ELEVATION(FEET) = 1334.20 STREET LENGTH(FEET) = 274.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .91 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 20.11 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.95 PRODUCT OF DEPTH&VELOCITY = 2.00 STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 21.31 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.861 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 1.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.15 EFFECTIVE AREA(ACRES) = 26.57 AREA - AVERAGED Fm(INCH/HR) _ .57 AREA - AVERAGED Fp(INCH/HR) _ .96 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 28.90 PEAK FLOW RATE(CFS) = 31.20 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FL000 WIDTH(FEET) = 19.80 FLOW VELOCITY(FEET /SEC.) = 3.94 DEPTH *VELOCITY = 1.99 FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 21.31 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.861 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.79 EFFECTIVE AREA(ACRES) = 29.87 AREA-AVERAGED Fm(INCH/HR) _ .58 AREA - AVERAGED Fp(INCH /HR) = .96 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 32.20 PEAK FLOW RATE(CFS) = 34.55 **********x********************************** ** * * *** * * * * * * **** * * *** * * * * * **** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6.3 ))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 1 1 USED)((((( 41 UPSTREAM ELEVATION(FEET) = 1334.20 DOWNSTREAM ELEVATION(FEET) = 1327.90 STREET LENGTH(FEET) _, 272.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .79 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FL000 WIDTH(FEET) = 18.60 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.93 PRODUCT OF DEPTH &VELOCITY = 2.38 STREET FLOW TRAVEL 10YEAR RAINFALL T INTENSITY (INCH /HR) = T 1.814 ) 22 23 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.22 EFFECTIVE AREA(ACRES) = 30.97 AREA - AVERAGED Fm(INCH /HR) _ .58 AREA - AVERAGED Fp INCH /HR) = .96 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 33.30 PEAK FLOW RATE(CFS) = 34.55 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 18.52 FLOW VELOCITY(FEET /SEC.) = 4.88 DEPTH *VELOCITY = 2.35 t# ti#3fttt#ttttt tt # * #Yt #ttt # #X #2tittt #tt #t****t * * * *3f2 #it2 #tt *tttitti**** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((i MAINLINE c RAINF #10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.814 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.65 EFFECTIVE AREA(ACRES) = 34.27 AREA-AVERAGED Fm(INCH/HR) = .58 AREA-AVERAGED Fp(INCH/HR) = .96 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 36.60 PEAK FLOW RATE(CFS) = 38.17 x :ts *:x *::t : :xx :: #** *** ****:x*sxs:: t:xt t :t ::x ****n:tssxxs :: ::ttx:utut: FLOW PROCESS FROM NODE 45.00 TO NODE 55.00 IS CODE = 6.3 >)) ))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( ))) ))(STREET TABLE SECTION t 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1327.90 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET STREET HALFWIDTH(FEET) = FEET) - 127.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .77 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 38.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.91 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.23 PRODUCT OF DEPTH&VELOCITY = 2.56 * 10TYEARaRAINFALLTINTENSITY Tc(MIN.) = 1.788 ) 22.79 22 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A .70 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 [ton AncA AucnA ^c ncnu?'nc Aocn coArnnu A., - to EFFECTIVE AREA(ACRES) = 34.97 AREA-AVERAGED rm(INCH /HR) _ .58 AREA - AVERAGED Fp(INCH/HR) _ .96 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 37.30 PEAK FLOW RATE(CFS) = 38.17 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.84 FLOW VELOCITY(FEET /SEC.) = 5.22 DEPTH *VELOCITY = 2.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8.1 ) ))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 22.79 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.788 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT SCS GROUP (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 3.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS)..= 4.11 . AREA-AVERAGEDAFp(INCH /HR) 38.77 AREA-AVERAGED .96 AREA - AVERAGED Ap (INCH . 60 0 ) = 58 TOTAL AREA(ACRES) = 41.10 PEAK FLOW RATE(CFS) = 42.21 ********************************************* * * * ** * * * * * * * * * * * * * * * * * * * * * ** * ** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 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. ) = 22.79 RAINFALL INTENSITY(INCH /HR ) = 1.79 AREA - AVERAGED Fa INCH /HR = .58 AREA-AVERAGED Fp(INCH/HR) = .96 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 38.77 TOTAL STREAM AREA(ACRES) = 41.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.21 ********************************************* * * ** * * *** * * * * * * *** * * * * * * * *** * ** FLOW PROCESS FROM NODE 4.00 TO NODE 50.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1340.00 DOWNSTREAM(FEET) = 1332.30 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 12.007 • * 10 YEAR RAINFALL INTENSITY INCH /HR = 2.626 SUBAREA Tc AND LOSS RATE DATA AMC II : DEVELANDEUSETYPE / S OS GROUP (ACRES) (INCH /HR) (DECIMAL) SCS Tc MAL) CN (MIN.) RESIDENTIAL '3 -4 DWELLINGS /ACRE' B .90 .75 .60 56 12.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .75 SUBAREA SUBAREA AVERAG(CFS)VIOUS AREA . 7 F F RACTION, Ap = .60 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 1.76 ********************************************* * * **** ** * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( ))) )}(STREET TABLE SECTION II 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1332.30 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET STREET HALFWIDTH(FEET) = FEET) - 727.00 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 (2 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = ___.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 11.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY = .88 STREET FLOW TRAVEL TIME(MIN.) = 4.68 Tc(MIN.) = 16.69 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.155 C SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 2.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 3.53 EFFECTIVE AREA(ACRES) = 3.40 AREA - AVERAGED Fp(INCH/HR) = .55 AREA-AVERAGED Fp(INCH/HR) = .91 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 4.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.74 FLOW VELOCITY(FEET /SEC.) = 2.84 DEPTH :VELOCITY = 1.04 uu utttttttttttttttttttttttt uuttttx :xtttttttttutittttttuutttttttt FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 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. ) = 16.69 RAINFALL INTENSITY(INCH /HR ) = 2.15 AREA-AVERAGED Fm(INCH/HR) = .55 AREA-AVERAGED Fp(INCH/HR) = .91 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91 ** CONFLUENCE DATA ** STREAM 0 Tc Intensit Fp(Fa) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 42.21 22.79 1.788 .96 .58 .60 38.77 1.00 1 37.17 27.93 1.582 .96 .58 .60 41.10 2.00 1 39.90 25.50 1.671 .96 .58 .60 40.53 3.00 2 4.91 16.69 2.155 .91 .55 .60 3.40 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensityz Fp(Fa) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 46.0 22.79 1.788 .959 .576 .60 42.2 1.00 2 43.3 25.50 1.671 .958 .575 .60 43.9 3.00 3 40.3 27.93 1.582 .959 .575 .60 44.5 2.00 4 45.2 16.69 2.155 .958 .575 .60 31.8 4.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.00 Tc(MIN.) = 22.789 EFFECTIVE AREA(A = 42.17 AREA - AVERAGED Fp(INCH/HR) _ .58 AREA-AVERAGED Fp(INCH /HR) = .96 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 44.50 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 55.00 = 3116.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 15 CODE = 6.3 i )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION $ 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1323.40 DOWNSTREAM ELEVATION(FEET) = 1321.80 C STREET LENGTH(FEET) = 326.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 0 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * **STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 35.33 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 24.92 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.694 SUBAREA LOSS RATE DATA(AMC II): j DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A .40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) _ .40 EFFECTIVE AREA(ACRES) = 42.57 AREA-AVERAGED Fa(INCH /HR) _ .58 AREA - AVERAGED Fp(INCH /HR) _ .96 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 44.90 PEAK FLOW RATE(CFS) = 46.00 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 35.33 FLOW VELOCITY(FEET /SEC.) = 2.53 DEPTH *VELOCITY = 1.69 *ss**ss*************s***s******ss****s*sss*** * * * * * * * * * * * * * * ** * * * * * * ** * * *s *** FLOW PROCESS FROM NODE 5.00 TO NODE 65.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 860.00 ELEVATION DATA: UPSTREAM(FEET) = 1334.40 DOWNSTREAM(FEET) = 1322.20 Tc = K *;(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 14.399 * 10 YEAR RAINFALL INTENSITY(INCH /HR1 = 2.354 SUBAREA Tc AND LOSS RATE DATA(AMC II,: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' A 2.20 .98 .60 32 14.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 3.50 s**s***s**s*** s***** s* s***s********** s* sss s*s * * * * * * * *s *s *s*sss * * * ** * * **** * ** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION R 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1322.20 DOWNSTREAM ELEVATION(FEET) = 1318.90 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .30 HALFSTREET FLOOD WIDTH(FEET) = 9.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10 PRODUCT OF DEPTH &VELOCITY = .64 STREET FLOW TRAVEL TIME(MIN.) = 2.86 Tc(MIN.) = 17.26 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.112 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 1.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.65 ell EFFECTIVE AREA(ACRES) = 3.43 AREA-AVERAGED Fm(INCH/HR) _ .59 AREA-AVERAGED Fp(INCH /HR) _ .98 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 4.67 DEPTH(FEET) = 31 HALFSTREET FLOOD WIDTH(FEET) = 9.93 FLOW VELOCITY(FEET /SEC.) = 2.14 DEPTH *VELOCITY = .66 ********** t*t*****t*t t**** tt****t* t**t**t**** * * *t * * * * * * *** *t *tt ** ** * * ** * * *** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 17.26 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.112 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 3.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 4.26 . EFFECTIVE AREA(ACRES) = 6.50 AREA - AVERAGED Fm(INCH /HR) _ .59 AREA-AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 8.93 *u t*************** t*tt*** t*ttt** tt* * *t * **tt* **t*t * ** * *t*t ***tuu uu* FLOW PROCESS FROM NODE 6.00 TO NODE 75.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 830.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1339.90 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 15.013 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.296 SUBAREA Tc AND LOSS RATE DATA(AMC II • DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3 DWELLINGS /ACRE' B 3.10 .75 .60 56 15.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 , SUBAREA RUNOFF(CFS) = 5.15 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 5.15 * * * ** *t *u *u*tt * * * * *** uu t* tut**** * * * ****uttuu * *utttttut * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((* )))))(STREET TABLE SECTION 1 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1339.90 DOWNSTREAM ELEVATION(FEET) = 1335.80 STREET LENGTH(FEET) = 273.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 • INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .89 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 9.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.73 PRODUCT OF DEPTH&VELOCITY = .84 * STREET YEAR RAINFALL (INCH /HR) = Tc(MIN.) ) 16.68 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN C RE SIDENTIAL '3 DWELLINGS /ACRE' A .70 .98 .60 32 RESIDENTIAL '3 -4 DWELLINGS /ACRE' B .40 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.60 (2 EFFECTIVE AREA(ACRES) = 4.20 AREA - AVERAGED Fa(INCH /HR) = .47 AREA-AVERAGED Fp(INCH /HR) _ .79 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 6.37 DEPTH(FEET) = 32 HALFSTREET FLOOD WIDTH(FEET) _ 10.24 FLOW VELOCITY(FEET /SEC.) = 2.75 DEPTH *VELOCITY = .87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 I5 CODE = 8.1 ))) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.68 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT A LAND USE SCS GROUP (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 1.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.54 AREA-AVERAGED EFFECTIVE AREA-AVERAGED /HR) = 6.00 .84 AREA-AVERAGED A p(INCH . 6 0 0 ) = .51 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 8.91 ********************************************* * * ** * * * * * * * : * * * * * * * * * * * * ** * * * ** - FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION i 1 USED)((((( UPSTREAM ELEVATION'FEET) = 1335.80 DOWNSTREAM ELEVATION(FEET) = 1334.50 STREET LENGTH(FEET) = 282.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 15.32 AVERAGE FLOW VELCCITY(FEET /SEC.) = 1.96 PRODUCT OF DEPTHSVELOCITY = .82 STREW FLOW TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 19.08 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.988 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) ( :NCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.39 EFFECTIVE AREA(ACRES) = 7.10 AREA - AVERAGED Fm(INCH/HR) _ .52 AREA - AVERAGED Fp(INCH/HR) = .86 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 9.40 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 15.24 FLOW VELOCITY(FEET /SEC.) = 1.93 DEPTH *VELOCITY = .80 ********************************************* * * * * * * * * ** * * **** * * * * * * * ** ** * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 19.08 * 10 YEAR RAINFALL INTENSITY = 1.988 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LTD USE RRESIDENTIAL NT :AL GROUP (ACRES) (INCH /HR) (DECIMAL) CN '3 -4 DWELLINGS /ACRE' A 1.30 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS /ACRE' B .60 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 2.47 EFFECTIVE AREA(ACRES) _ 9.00 AREA-AVERAGED Fm(INCH/HR) _ .52 AREA - AVERAGED Fp(INCH/HR) _ .87 AREA- AVERAGED AP _, .60 ************** * * * *3 * * *2 * * * * * * * * * * * * * * *** * * ** * 2222x222 * * * * * * * **** * * ** #*2X223 1 FLOW PROCESS FROM NODE 85.00 TO NODE 95.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))) )(STREET TABLE SECTION R 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1334.50 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.67 PRODUCT OF DEPTH &VELOCITY = 1.09 _ STREET FLOW TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 20.83 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.886 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A .80 .98 .60 32 RESIDENTIAL '3 -4 DWELLINGS /ACRE' B .20 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 10.00 AREA-AVERAGED Fa(INCH /HR) = .53 AREA - AVERAGED Fp(INCH /HR) = .88 AREA AVERAGED Ap = .60 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 12.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) _ 14.85 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH*VELOCITY = 1.08 3 * * * * * * * * * * *22 * #3* *2222 ** *333 * * ** *222322 232 ** *323 * * **** * *** ** * * *2 * * *2 ** * *2 FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1 )))))DEESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME CF CONCENTRATION(MIN.` - 20.83 RAINFALL INTENSITY(INCH /HR) = 1.89 AREA-AVERAGED Fm INCH /HR = .53 AREA-AVERAGED Fp(INCH/HR) = .88 i AREA - AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 1 0.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.24 223 * * * * * * * ***2 * * * * ** 2222 * ***3 * *2 * * * * ** *x32 * * * * *2 * ** *32333* * * * *** * 233 * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 90.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1342.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 17.717 * :0 YEAR RAINFALL INTENSITY(INCH /HR = 2.079 SUBAREA Tc AND LOSS RATE DATA II : C DEEVELOPMENT - TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 3.70 .98 .60 32 .7.72 3-4 DWELLINGS /ACRE' 8 1.30 .75 .60 56 :7.72 S;;3AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .92 e SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 3 BAREA RUNOFF(CFS) = 6.88 7.^, AREA ACRES) = 5.00 PEAK FLOW RATE(CFS) = 6.88 *u** s xxxxxs xxxxxxxx ssxxxxxxxxxxxxsx #x #***** * ****** #xxxxxx ******xxxxxxxxxs FLOW PROCESS FROM NODE 90.00 TO NODE 95.00 1S CODE = 5.3 )))) >CO.PJTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))) )(STREET TABLE SECTION t 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1342.00 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 457.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFW10TH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .81 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 10.87 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.48 PRODUCT OF DEPTH&VELOCITY = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 19.91 . * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.939 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT LANDUSETYPE/ SCS (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' B 3.10 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 4.16 EFFECTIVE AREA(ACRES) = 8.10 AREA-AVERAGED Fp(INCH/HR) = .51 AREA-AVERAGED Fp (INCH /HR) = .85 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 10.41 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) T = x .34 HALFSTREET FLOOD WIDTH(FEET) = 11.57 FLOW V_LOCITY(FEET /SEC. = 3.60 DEPTH *VELOCITY = 1.23 xsxxzsmszx* xxxx* **xxxxxx* *xxxx**** m sxx** xx *z*x * *xxxxxxxx*x *x * * * *xsxxxxx FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1 >))) >DES:CNATE INDEPENDENT STREAM FOR CONFLUENCE((((( M>)AND CCMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.){ = 19.91 RAINFALL INTENSITY(INCH /HR) = 1.94 AREA- AVE,nacu rx' /HR = .51 AREA - AVERAGED Fp(INCH/HR ) = .85 AREA - AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 8.10 TOTAL STREAM AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.41 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 12.24 20.83 1.886 .885 53 .60 10.00 6.00 2 10.41 19.91 1.939 .85, .51) .60 8.10 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 22.3 20.83 1.886 .866( .520) .60 18.1 6.00 2 22.6 19.91 1.939 .866( .519) .60 17.7 6.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.55 Tc(MIN.) = 19.907 EFFECTIVE AREA(ACRES) = 17.66 AREA-AVERAGED Fm(1NCH /HR) = .52 AREA - AVERAGED Fp(INCH /HR) _ .87 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.10 LONGEST FLCWPATH FROM NODE 6.00 TO NODE 95.00 = 1665.00 FEET. **** *zxzz:z :sx * *xxxx*xxxxxx*xxxx*** xxxx: x* x: xxx *xxxxxxxzxx:xsx:xsxxxxx: :xxx 1 E ) O„ PROCESS FROM O 9� 0 TC NODE 10.1 3 I [[ CODE = 3 FLOW YRVV�JJ 1 RV11 NODE 95.30 IV N„V- ♦VV .DV IS CODE - 6.J UPSTREAM ELEVATION = 1332.00 DOWNSTREAM ELEVATION(FEET) = 1327.60 STREET LENGTH(FEET) = 287.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .88 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 17.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 21.17 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.868 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ' 3 -4 DWELLINGS /ACRE' A .60 .98 .60 32 RESIDENTIAL ▪ 3-4 DWELLINGS /ACRE' 8 .50 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.33 EFFECTIVE AREA(ACRES) = 18.76 AREA - AVERAGED Fa(INCH /HR) = .52 AREA-AVERAGED Fp(INCH /HR) = .87 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 19.20 PEAK FLOW RATE(CFS) = 22.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 17.04 FLOW VELOCITY(FEET /SEC.) = 3.78 DEPTH *VELOCITY = 1.71 sssssssssssstm ** sst** sssttt st sstt st*t s*tt st t *t*tsstttstttttst **s* *sttsttss FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 8.1 )))))ADDITION CF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 21.17 * 10 YEAR RAINFALL .NTENSITY(:VCH /!HR) = 1.868 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 D «ELLINGS /ACRE' A 4.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 4.85 EFFECTIVE AREA(ACRES) = 22.96 AREA-AVERAGED Fa(INCH /HR) = .53 AREA-AVERAGED FpINCH/HR) _ .89 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 23.40 PEAK FLOW RATE(CFS) = 27.62 t* tt ttttt ttttt: sst*ttttttt * * * *ttttt *tt *tttt *tt**tttttt *tt * * *u* *MMUtt FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((* )))))(STREET TABLE SECTION 1 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1327.60 DOWNSTREAM ELEVATION(FEET) = 1322.80 STREET LENGTH(FEET) = 268.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .85 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .47 HALFSTREET FLOOD WIDTH = 17.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.24 PRODUCT OF DEPTH&VELOCITY = 2.00 STREET rL.CW TRAVEL TIME(MIN.) - 1.05 Tc(MIN.) = 22.22 * 1C YEAR RAINFALL :NTENSITY(I`CH /HR) = 1.815 -I I LAND USE GRCL,r (ACRES) ( ;NC ; /ntt ) (DECIMAL) CN RESIDENTIAL '3 -4 D«E__IMGS /ACRE' A 1.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.44 EFFECTIVE AREA(ACRES) = 24.26 AREA-AVERAGED Fp(INCH/HR) = .53 AREA-AVERAGED Fp(INCH/HR) _ .89 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 24.70 PEA K FLOW RATE(CFS) = 27.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.90 FLOW VELCCITY(FEET /SEC.) = 4.22 DEPTH *VELOCITY = 1.98 * * * * * * * * * * * * * * * * * * *** **************** *** * * * **** * * * **** *** *** * *** * * ** *Its * *** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME CF CONCENTRATION(MIN.) 22.22 RAINFALL INTENSITY(INCH /HR ) = 1.81 AREA- AVERAGED Fp(INCH/HR) _ .53 AREA - AVERAGED Fp(INCH/HR) _ .89 AREA - AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 24.26 TOTAL STREAM AREA(ACRES) = 24.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.95 *********:********:*:************************ * * * * * * * * * * * * * * ** * * * * * * * * * *::: ** FLOW PROCESS FROM NODE 4.50 TO NODE 50.00 I5 CODE = 2.1 )) >))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1339.50 DOWNSTREAM(FEET) = 1332.50 Tc = K *:(LENGTH ** 3.00) /(ELEVATION CHANGE); ** 20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) _ 12.238 * 10 YEAR RAINFALL 1NTENSITY(INCH /HR 2.596 SUBAREA Tc AND LOSS RATE DATA(AMC II)• DEVELOPMENT TYPE/ SCS SOIL AREA Fa Ap SCS Tc .. GROUP (INCH/HR) (DEC•M • ) CN /. I ,,,� GR,,,,? (ACRES) ;NCH /HP; �„L�.,,A.� ,,\ M �...`., R:).,:\ .AL '3-= «E' INGS /ACRE 3 1.00 .75 .60 56 :2.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .75 SUBAREA AVERAGE ?ERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) = 1.93 * * * : **** :* * * * * * * * * *u **:******************** * * * * * *** * * : * ** * : :* * *** * * **u ** ** FLOW PROCESS FROM NODE 50.00 TO NODE 105.00 IS CODE = 6.2 )))))COMPUTE STREET FLOW 'RAVE: TIME THRU SUBAREA((((( II ))) ))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1332.50 DOWNSTREAM ELEVATION(FEET) = 1322.80 STREET LEN3TH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CRCSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.51 STREETFLOW MODEL RESULTS US :NG ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH (FEET) = 10.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.42 PRODUCT OF DEPTH &VELOCITY = .76 STREET FLOW TRAVEL TIME(MIN.) = 5.72 Tc(MIN.) = 17.96 { * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.062 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 D «_CLINGS /ACSE A 5.30 .98 .6C 32 S,�ARE= A'JERASE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 EFFECTIVE AREA ;ACRES) = 6.33 AREA-AVERAGE; Fm(INCH/HR) _ .56 AREA - AVERAGES Fp'INC? /HR) _ .94 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 8.50 EN; OF SUBAREA STREET FLOW HY3RAULICS: DE ?Tri;FEET; = .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 FLOW VELOCITY ;FEET /SEC.) = 2.70 DEPTH *VELOCITY = .95 * m**txtttt tt tttt*x#*xttx:****x*******xt tt t *x * * * *txz * *x: * *ttx *sttttxtxtst s FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 17.96 RAINFALL INTENSITY(INCN /HR ) = 2.06 AREA-AVERAGED Fm(INCH /HR' _ .56 AREA-AVERAGED Fp(INCH/HR) = .94 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 6.30 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.50 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 27.49 23.15 1.771 .89( .53) .60 24.70 6.00 1 27.95 22.22 1.815 89 }} 53) .60 24.26 6.00 2 8.50 17.96 2.062 .94 .56) .60 6.30 4.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) INCH /HR) (INCH /HR) (ACRES) NODE 35.0 22.22 1.815 .901( .540 .60 30.6 6.00 2 34.3 23.15 1.771 .900 .540 .60 31.0 6.00 3 35.5 17.96 2.062 .902( .541 .60 25.9 4.50 ;,IMPUTED C:A =LUENCE ESTIMATES ARE AS FOLLOWS: =E -K F3i; F;- ' = ?CFS) = 35.45 TC('I\.) = 17.962 FECT ;VE AREA(ACRES) = 25.9. AREA - AVERAGED Fm; ;NCH /HR) _ .54 AREA- AVERAGED F•`INC;i /HR) _ .93 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES, = 31.00 ` . _ , - FROM NOSE ^.^ - 222^ "" vi�C�: �LVA ".ti. FROM vv� O.vv .v 1vv� 105.0'3 - v.vv FEET. OF STUDY SUMMARY: T;,TAL AREA�ACRES) _ 31.00 TC(MIN.) = 17.96 EFFECTIVE AREA(ACRES) = 25.91 AREA - AVERAGED Fm(INCH/HR)= .54 AR=A- AVERAGED Fm(INCH/HR) _ .90 AREA-AVERAGED Ap = .60 PEAK FLOW RATE(CFS) = 35.45 tt PEAK FLOW RATE TABLE ** STREAM O Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 35.5 17.96 2.062 .902` .541\ .60 25.9 4.50 2 35.0 22.22 1.815 .901( .540 .60 30.6 6.00 3 34.3 23.15 1.771 .900; .540 .60 31.0 6.00 END OF RATIONAL METHOD ANALYSIS { Is44 4444 44444 4444444433i333444333ii ;4; ;; X :s4 ;4444443x443 ;; ; ;Zi3 ;;434x444; RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 3.18 Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 x***x**zxz***x*x***t****x* DESCRIPTION OF STUDY *** *xxxxzzzxxzzx*xxxx *x* ** * TR 15709 * * 0100 HYDROLOGY z x JN 126-1050 z xx n***xxz xxx*xx* xx***xxx xxxxxxx xzxxx x* x* x *xxxx * *x * *xxx * *xx*xxxx *xxx **xx* FILE NAME: P15709.100 TIME /DATE OF STUDY: 14:30 5/19/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE CF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH /HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) : 27.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW - DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* / xxxxxxxxxxx* x*xxxxx** xx x*xxxx xxxxxxzxxzxzxxxxxzxxzxxxxxxx zxx*xxxx*xx *x**tm FLU, PROCESS FROM NODE 1.00 TO NOOE 10.00 IS CODE = 2.1 )))) >RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 865.00 ELEVATION DATA: UPSTREAM(FEET) = 1366.40 DOWNSTREAM(FEET) = 1352.80 Tc = K *((LENGTH** 3.00) /(ELEVATION CHANGE))*t .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.' = 14.138 * 100 YEAR RAINFALL INTENSITY(INCH/HR = 3.571 SUBAREA Tc AND LOSS RATE DATA II : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 5.10 .98 .60 32 :4.14 SUBAREA AVERAGE PERVICUS LOSS RATE, FP(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 3U3?REA R;;NOFF(CFS) _ 13.70 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) _ 13.70 xxxxxxxxxxxxxxxxxxxzxxxxxxxxxxx: xxxxxxx: xxxxxxzxxxxxxxxxxxxxxxx xxxzxxxxx : xx: FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 6.2 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION R 1 USED)((((( ( 2 ) ;; ?STREAM ELEVATION(FEET) = :352.80 DOWNSTREAM ELEVATION(FEET) = 1348.50 STREET LENGTH(FEET) =, 320.00 CURB - EIGHT(INCHES) = 6.0 DISTANCE FROM CROWN 13 CROSSF LL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 14.85 AVERAGE FLOW VELCCITY(FEET /SEC.) = 3.26 PRODUCT OF DEPTH &VELOCITY = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 15.78 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.343 SUBAREA LOSS RATE DATA(AMC II): DEVELANDEUSETYPE/ SCS IL GROUP (ACRES) (INCH /HR) (DECIMAL) S MAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.73 EFFECTIVE AREA(ACRES) = 6.20 AREA-AVERAGED Fm(INCH /HR) = .59 AREA - AVERAGED Fp(INCH /HR) = .98 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES ) = 6.20 PEAK FLOW RATE(CFS) = 15.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 15.01 FLOW VELOCITY(FEET /SEC.) = 3.26 DEPTH *VELOCITY = 1.34 ********************************************* * * * * *##* * *** * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 I5 CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 15.78 * 100 YEAR RAINFALL INTENSITY(:NCH/HR) = 3.343 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 1.40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.48 EFFECTIVE AREA(ACRES) = 7.60 AREA - AVERAGED Fz(:NCH /HR) _ .59 AREA-AVERAGED Fp(INCH/HR) _ .98 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RAT. = 18.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 111 FLOW PROCESS FROM NODE 20.00 TO NCOE 20.00 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. ) - :5.78 RAINFALL INTENSITY(INCH /HR ) = 3.34 AREA-AVERAGED Fp(INCH/HR) _ .59 AREA- AVERAGED Fp(INCH/HR) _ .98 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 7.60 TOTAL STREAM AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.87 { ********************************************* * * * * ** * * * * * * ** * * * * * * * * * * * ** ** ** FLOW PROCESS FROM NODE 2.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SJ3AREA ANALYSIS((((( ))USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) - 1362.90 DOWNSTREAM(FEET) _ 1353.70 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 16.172 * IOC YEAR RA :VFAL_ INTENSITY( "NCH /HR = 3.294 SUBAREA Tc AND LOSS RATE DATA II,: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ( Ei! ) :SIOENTIAL _ 3.4 DWELLINGS /ACRE' A 2.30 .98 .60 32 16.17 SUBAREA RUNOFF(CFS) = 5.61 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 5.61 ********************************************* * *** * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 0 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1348.50 STREET LENGTH(FEET) = 605.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CRCSSFALL GRADESREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.40 PRODUCT OF DEPTH &VELOCITY = .89 STREET FLOW TRAVEL TIME(MIN.) = 4.21 Tc(MIN.) = 20.38 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.867 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 2.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FFRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 5.75 crrc,TIVE AREA(ACRES) = 5.10 AREA - AVERAGED Fp(INCH/HR) _ .59 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 10.48 END OF SUBAREA STREET FLOW HYDRAULICS: CEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 14.01 FLOW VELCCITY(FEET /SEC.) = 2.51 DEPTH *VE_CCITY = .99 ********************************************* * * *** * * * * ** * * * * * * ** * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 200.33 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CCNFLUENCED STREAM VALUES((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATICN(MIN.) = 20.30 RAINFALL INTENSITY(INCH /HR) = 2.87 AREA-AVERAGED Fp(INCH/HR) _ .59 - AREA-AVERAGED Fp _ .98 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.48 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fa) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 18.81 15.78 3.343 98( .59) .60 7.60 1.00 2 10.48 20.38 2.867 .98( 59)) .60 5.10 2.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE 1 28.7 15.78 3.343 .915( .585) .60 11.5 1.00 2 26.1 20.38 2.867 .975( .585, 60 :2.7 2.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE = 28.67 Tc(MIN.) _ 15.775 EFFECTIVE AREA(ACRES) = 11.55 AREA-AVERAGED Fp(INCH/HR) _ .59 AREA - AVERAGED Fp _ .98 AREA-AVERAGED Ap = .60 CTRL AREA(ACRE = 12.70 ,. CNGEST FLOW"VAT4 `ROM `ODE 2.03 TJ NODE 23.00 - 1535.03 FEET. FLJN PRCCE53 FROM NODE 20.00 TO NODE 25.00 :3 CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION t 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1348.50 DOWNSTREAM ELEVATION(FEET) = 1339.50, STREET LENGTH(FEET) = 685.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .92 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET = .51 HALFSTREET FLOOD WIDTH(FEET) = 20.89 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.89 PRODUCT OF DEPTH&VELOCITY = 2.00 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 18.71 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.018 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 3.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 7.66 EFFECTIVE AREA(ACRES) = 15.05 AREA-AVERAGED Fp(INCH/HR) = .59 AREA - AVERAGED Fp (1NCH /HR) = .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 16.20 PEAK FLOW RATE(CFS) = 32.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .52 HALFSTREET FLOOD WIDTH(FEET) = 21.05 FLOW VELOCITY(FEET /SEC.) = 3.91 DEPTH *VELOCITY = 2.02 ********************************************* * * * * * * ** * * * * ** * * ** ** ** * * * * * ** ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 18.71 * '00 YEAR RAINFALL :NTENSITY(INCH /HR) = 3.018 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 1.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.50 EFFECTIVE AREA(ACRES) _ 16.65 AREA- AVERAGED Fp(INCH/HR) _ .59 AREA - AVERAGED Fp(INCH/HR) _ .97 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 17.80 PEAK FLOW RATE(CFS) = 36.46 ********************************************* ** * * * * ** ** * * * * * * * ** ** * * ***** *** FLOW PROCESS FROM NODE 25.00 TO NODE 35.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( ) >)))(STREET TABLE SECTION it 1 USED)((((( UPSTREAM ELEVATION = 1339.50 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 S.:=1 PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 { ** COMPUTED USING T7 _ F C..(CFS = TRAVEL TIME CAM ?,;�_„ �S:N� ESTIMATED r,.,, «,,.r.,; 36.39 SIRE TFLOW MODEL RESUL US :NG ESTIMATED FLOW: (2 STREET FLOW DE ?TH(FEE' ) = .56 HALFSTREET FLOOD OTH( FEE ) = 25.42 AVESAGE "LC+i VE_OC :TY(FEET /SEC.) = 3.54 PRODUCT JF DEPTH&VELOCSTY = 1.98 ..V11 r _ , _ Jv�Mn =a ,.055 RATE T,AiA(AMC I♦): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A .50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) = 1.06 EFFECTIVE AREA(ACRES) = 17.15 AREA - AVERAGED Fm(INCH/HR) _ .58 AREA- AVERAGED Fp(INCH/HR) _ .97 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES, = 18.30 PEAK FLOW RATE(CFS) = 36.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .56 HALFSTREET FLOOD WIDTH(FEET) = 25.11 FLOW VELOCITY(FEET /SEC.) = 3.54 DEPTH*VELOCITY = 1.97 t***tttttttttt t*tttttttttttttttttttttttt* t*** tttttttttt**ttt**ttt*tttt***ttt FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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. ) = 19.44 RAINFALL INTENSITY(INCH /HR ) = 2.95 AREA-AVERAGEO Fm(INCH /HR) _ .58 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 17.15 TOTAL STREAM AREA(ACRES) = 18.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.49 sttt*********** t*******ttx:x stt: tt********** *****t**t* *t**tttu*******t***** FLOW PROCESS FROM NODE 3.00 TO NODE 15.00 I5 CODE = 2.1 ) ))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( >)USE TIME- OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1366.00 DOWNSTREAM(FEET) = 1353.70 Tc = K *; 3.00) /(ELEVATION CHANGE)]** 20 S 3AREA ANALYSIS USED MINIMUM Tc(M:N. - 15.737 r IOC YEAR RAINFALL 1NTENSITY /HR 3.348 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc A:3 n (ACRES) (INCH/HR) (DECIMAL) r ( LAND USE GROUP N ACRES, �,N,,H /HR) CN ���.N.) RESIDENTIAL '3-4 O «ELLINGS /ACRE' A 2.80 .98 .60 32 15.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 6.96 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 6.96 FLOW PRCCESS FROM NODE 15.00 TO NODE 30.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( r- y 1 DC ELEVATION(FEET) _ „r�inEA,: ELEVATION(FEET) _ .353 JO DOWNSTREAM - 1342.30 STREET LENGTH(FEET) = 710.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN 1O CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .87 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.69 STRETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FL00D WIDTH = 12.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(M1N;.) = 19.36 * 130 YEAR RAINFALL INTENSITY(:NCH /HR) = 2.957 0! SUBAREA. LOSS RATE OATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA F. Ap SC3 LA6C USE GROUP ;ACRES) (INCH /HR) (DECIMAL) CN '3- 4 /ACRE' B 2.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 9.42 EFFECTIVE AREA(ACRES) = 7.10 AREA - AVERAGED Fp(INCH/HR) _ .55 AREA-AVERAGED Fp`INCH/HR) _ .91 AREA-AVERAGED Ap = .60 TOTAL AREA;ACRES, = 7.10 PEAK FLOW RATE(CFS) = 15.40 ` END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 14.46 { FLU. VELOCITY(FEET /SEC.) = 3.50 DEPTH *VELOCITY = 1.40 *********************** x********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( >))))( STREET TABLE SECTION (I 1 USED)((((( i UPSTREAM ELEVATION(FEET) = 1342.30 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 468.00 CURB HEIGHT(INCHES) = 6.0 . SIM1C7.i HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 _ OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 l SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I STREET PARKWAY CROSSFALL(DECIMAL) .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 17.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.94 PRODUCT OF DEPTH &VELOCITY = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 22.02 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.737 SUBAREA LOSS RATE DATA(AMC II): DEVELCPMENT TYPE/ SCS 5011 AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ' 3-4 «ELLINGS /ACRE' A 2.20 .98 .60 32 RESIDENTIAL ' 1 -4 � ,. _ , �+._�LIVSS /ACRE' 5 .30 .75 .63 SUBAREA AVERAGE PERVIOUS L055 RATE, Fp(INCH/HR) _ .95 j SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap _ .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.88 EFFECTIVE AREA(ACRES) = 9.60 AREA - AVERAGED Fx(1NCH /HR) = .55 AREA- AVERAGED Fp(INCH/HR) _ .92 AREA - AVERAGED Ap _ .60 TOTAL AREA(ACRES= 9.60 PEAK FLOW RATE(CFS) = 18.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 17.51 FLO« VELOCITY(FEET /SEC.) = 2.98 DEPTH *VELOCITY = 1.37 :******************************************* * ** * * *** *** ** * * ** *u* * * * **** * *** ;LO+; PROCESS FROM NODE 35.00 TO NODE 35.00 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: T:ME OF .ONCENTRATION(MIN.) = 22.02 RAINFALL INTENSITY(INCH /HR) = 2.74 AREA - AVERAGED Fm(INCH/HR) = .55 AREA-AVERAGED Fp(INCH/HR) = .92 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 9.60 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.88 ** CONrLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.49 19.44 2.950 91 58 .60 17.15 1.00 1 33.04 24.13 2.591 .97 .58 .60 18.30 2.00 2 18.88 22.02 2.737 .92 .55, .60 9.60 3.00 r•1 INTENSITY y OF CONCENTRATION RAINFALL 1NTENSiiY AND TIME „r „�N,,ENTRAT :,,N RA1IC CONFLUENCE FORM,;LA USED FOR 2 STREAMS. =i REAK T.0« RATE TABLE ** N„,'.3ER ;;,FS) ; MIN.) (;NC:; / -n) (INICH /rR) (ACRES) NODE 54.8 19.44 2.950 .957 .574) .60 25.6 1.00 2 50.6 24.13 2.591 .956 .574 .60 27.9 2.00 3 53.5 22.02 2.737 .956( .574j .60 27.4 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLO« RATE(CFS', = 54.78 Tc(MIN.) = 19.440 EFFECTIVE AREA = 25.62 AREA - AVERAGED Fm(INCH /HR) _ .57 AREA-AVERAGED Fp(INCH /HR) _ .96 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES, - 27.90 LONGEST FLOWPATH FROM NODE 2.00 TC NODE 35.00 = 2395.00 FEET. tttt ttttttttttttttttttttttttttttttttttttttttt ttttttttttttttttttttttttttttttt FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( > >) ))(STREET TABLE SECTION D 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1338.00 DOWNSTREAM ELEVATION(FEET) = 1334.20 STREET LENGTH(FEET) = 274.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF : 2 STREET PARKWAY CROSSFALL(D _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .91 **TRAVEL TIME COMPUTED L'SING ESTIMATED FLOW(CFS) = 55.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 29.48 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.40 PRODUCT OF DEPTH &VELOCITY = 2.64 STREET FLOW TRAVEL TIME(M1N.) = 1.04 Tc(MIN.) = 20.48 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.859 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 D «ELLINGS /ACRE' A 1.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 2.05 Errc;,,iVE AREA(ACRES) = 26.62 AREA - AVERAGED Fa!( ;NCH /HR) = .57 AREA - AVERAGED r ;(INCH /HR) _ .96 AREA - AVERAGED AP = .60 TOTAL AREA(ACRES) = 28.90 PEAK FLO« RATE(CFS; = 54.76 NOTE: PEAS FLOE( RATE DEFAULTED TO UPSTREAM, VALUE END OF SUBAREA STREET FLO« HYDRAULICS: DEPTH(FEET) .60 HALFSTREET FLOOD WIDTH(FEET) = 29.02 FLO« VELOCITY(FEET /SEC.) = 4.41 DEPTH *VEIOC TY = 2.63 s xss:sss tsstt xs tsss isistss istssssttsss tssss ss ttssssts:ssttssstsssstststttsst FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8.1 ))) ))ADDITION OF SUBAREA 10 MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 20.48 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.859 SUBAREA LOSS RATE DATA(AMC II): OEVELCPMENT TYPE/ SCS SOIL AREA Fp Ap 505 LA4D USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS/ACRE' A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 6.75 ErrELTIVE AREA(ACRES) = 29.92 AREA Fal(INCH /HR) _ .58 AREA-AVERAGED = .96 AREA-AVERAGED Ap = .60 1 TOTAL ^ PEAK FLOW RATE(CFS) : 61.49 C stt ttts tt tts tt: tts tstttttttttttttttttttttt t sttttstttttttttttttstttttttsstt tt FLOW PROCESS FROM NCDE 40.00 TO NODE 45.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( ) >)) )(STREET TABLE SECTION 1 1 USED)((((( UPSTREAM ELEVAT1ONFEET) = :334.20 DOWNSTREAM ELEVATION(FEET) = 1327.90 LE.1s,h(rEET, = 272.00 C;,RB HEIGHT(INCHES) 6.0 ..., - E `. . LL 3 0111 L .23 STREET VRV55 -A /, "'yA ' - V n CU E:7,E STREET CROSSFALL(DEC1MAL) - .020 SPECIFIED N MBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW 3EPTH(FEET) _ .79 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 62.58 MODEL RESULTS USING ESTIMATED FLOE: STREET FLOW DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 26.98 AVERAGE FLOC; VELCCITY(FEET /SEC.) = 5.55 PRODUCT OF DEPTH &VELOCITY = 3.19 STREET FLOW TRAVEL TIME(MIN.) = .82 Tc(MIN.) = 21.30 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.793 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ 505 SOIL AREA Fp Ap 5C5 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.19 EFFECTIVE AREA(ACRES) = 31.02 AREA-AVERAGED Fp(INCH/HR) _ .58 TO 33.30 .96 PEAK FLOW 60 61.89 . END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .57 HALFSTREET FLOOD WIDTH(FEE1) = 26.67 FLOW VELCCITY(FEET /SEC.) = 5.57 DEPTH *VELOCITY = 3.19 ****#******#******************************** * * * * * * *u* * * * * * * * * * * ** * * * * ** ** ** FLO« PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE TC(MIN) = 21.30 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.793 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 3.30 .98 .60 32 SUBAREA AVERAGE PER;ICUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AV -RAGE PLRiI3 S AREA FRACTION, Ap = 60 SUBAREA AREA ;ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 6.56 crrc.l.'JE AREA = 34.32 AREA - AVERAGED =a(INCH /HR) = .58 AREA- AVERAGED Fp( CriHR) _ .96 AREA-AVERAGED AP = .60 TOTAL ARFn;ACRES) = 36.60 PEAK FLOW RATE(CFS) = 68.45 *#*#*4# tX*******************#*# t* t*********** * * # * * * * * * * * * * * ** *t *i* * #t* *** *** FLOW PROCESS FROM NCDE 45.00 TO NODE 55.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION $ : USED)((((( • UPSTREAM ELEVATION(FEET) = 1327.90 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET LENGTh(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFFii13TH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLCWABLE Disc T FLC« DEPTH(FEET) = .77 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 69.13 STREETFL3W MODEL RESULTS USING ESTIMATED FLOW: STREET ELV« CE ?TH,-EET) _ .58 HALFSTREE7 FLOOD «I3TH(FEET) = 27.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.91 PRODUCT OF DEPTH &VELOCITY = 3.45 STREET FL3W TRAVEL TIME(MIN.) _ .49 Tc(MIN.) = 21.79 * :00 YEAR RAINFALL INTENS1TY(INCH /HR) = 2.754 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-? -4 DWELLINGS/ACRE' A .70 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 (E) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 60 SUBAREA AREA; ACRES; - .70 SUBAREA RUNOFF(CFS) = 1.37 T3TA, AREA(ACRES = 37.30 PEAK FLOW RATE;C S) = 08.63 END OF S„SAREA STREET FLOW HYDRAULICS: - DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) - 21 61 FLOW V_LOCITY(FEET /SEC.) = 5.91 DEPTH *VELOCITY = 3.44 **** x**** t*********************************** ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8.1 > >) >)ADDiTiON OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 21.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.754 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 3.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 7.42 EFFECTIVE AREA(ACRES) = 38.82 AREA-AVERAGED Fm(INCH /HR) _ .58 AREA - AVERAGED Fp _ .96 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 41.10 PEA.( FLOW RATE(CFS) = 76.05 ******* t* t****** x**************************** * * * * * * ** * * * * * ** * ** * ** * ** * **** ** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 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.) = 21.79 RAINFALL INTENSITY(INCH /HR) = 2.75 AREA-AVERAGED Fm(INCH/HR ) = .58 AREA-AVERAGED Fp ) = .96 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 38.82 TOTAL STREAM AREA(ACRES) = 41.10 PEAK FLO; RATE(CFS) AT CONFLUENCE = 76.05 t* z**** ztz: t************************* * ** * * * ** * * * * ** ******t*t****t*tu uzs* *t :O,, PROCESS FROM NODE 4.00 TO NODE 50.00 IS CODE = 2.: >>>))P.ATIONAL MET=OD INITIAL SUBAREA ANALYSIS((((( ))USE 7:ME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( -� FLOW-LENGTH(FEET) GT r .. T) - "NIi:4;. SUBAREA :.�.�- LENa�'r.�. , � - ELEVATION DATA: UPSTREAM(FEET) - = 1340.00 DOWNSTREAM - 1332.30 To _ K r LENS i. *t ). : :) /(ELEVATION CHANGE); ** 2v SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.007 * :00 YEAR RAINFALL INTENSITY(INCH/HR' = 3.938 SUBAREA Tc AND LCSS RATE DATA I1,: DEVELOPMENT TYPE/ 505 SOIL AREA Fp ` Ap SCS (MIN.) LAND USE GROUP (ACRES ` (INCH/HR) (DECIMAL , (.� CN 1N. , RESIDENTIAL '3 -4 DWELLINGS/ACRE' 8 .90 .75 .60 56 12.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 2.83 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) = 2.83 ** 4 tx**** zt* t***** ** * * ** * * * * * * *** * * * ** * * * ** * * * *t* **tutu *** * **u*tt**t ** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 I5 CODE = 6.3 >))))CC STREET n TIME .);,,. UBAREA((((( ��PJIC 51M1LL1 FLOW TRAVEL iIIL � nv Jv TABLE SECTION 1 1 USED)((((( UPSTREAM EE LEVA1I C N J FEET) 7 = 1 332 .30URDOWNITREAMNELEVATION(FEET) = 1323.40 = 6.0 STREET iiALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CRCSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM A- LOWA3LE STREET FLOW DEPTH(FEET) _ .94 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.89 HALFSTREET FLOOD WIDTH,FEET) = 13.76 AVERAGE FLOW VELCCITY(FEET /SEC.) : 2.95 PRODUCT OF DEPTHBVELOC:TY : 1.14 ST1tr rLCW TRAVEL TIME (MIN.) : 4.16 Tc(MIN.) : 16.16 * 100 YEAR RAINFALL INTENSITY(INCH /HR) : 3.295 SUBAREA LOSS RATE DATA(AMC : :): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC5 LANG USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN �"►, RESIDENTIAL '3-4 DWELLINGS/ACRE' A 2.5 SUBAREA AVERAGE PERV :,3 S LOSS RATE, Fp(INCH/HR) - .98 .60 32 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 6.10 EFFECTIVE AREA(ACRES) : 3.40 AREA - AVERAGED Fm(INCH /HR) = .55 AREA - AVERAGED Fp(INCH/HR) : .91 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) : 3.40 PEAK FLOW RATE(CFS) = 8.40 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) : .43 HALFSTREET FLOOD WIDTH(FEET) = 15.79 FLOW VELOCITY(FEET /SEC.) = 3.23 DEPTH *VELOCITY = 1.38 **** **t*** * *** **t ** *tt a *t *t **u ** *** *tt uu t * ** ** * * *t * ** * * **t *t st FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 1 ))) ))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( .. )))) >ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( TCTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATICN(MIN.) = 16.16 RAINFALL INTENSITY(INCH /HR, = 3.30 AREA - AVERAGED Fp(INCH/HR) _ .55 AREA - AVERAGED Fp(INCH /HR) _ .91 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) : 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.40 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 76.05 21.79 2.754 .96( .58 .60 38.82 1.00 1 69.22 25.51 2.449 96 }} .58 .60 41.10 2.00 1 72.97 24.38 2.575 96 58 .60 40.58 3.00 2 8.40 16.16 3.295 .91( .55) .60 3.40 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FCR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM C Tc :ntensit Fp(Fal) Ap Ae SOURCE NAS R (CFS) (MIN.) (INCH /HR, (INCH /HR) (ACRES) NODE 82.8 21.79 2.754 .959( .576 .60 42.2 1. 79.2 24.38 2.575 .958( .575 .60 44.0 3.00 3 75.0 26.51 2.449 . 959( . 575 .60 44.5 2.30 7 8.8 16.16 3.295 .958, .575 .60 32.2 4.00 COMPUTED CONFLUENCE C 1 C ?:;T�„ ESTIMATES ARE AS f„��,,.+5: PEAK FLOW RATE(CFS) = 82.80 Tc(MIN.) = 21.789 =FFECTivE AREA(ACRES) : 42.22 AREA-AVERAGED Fp(INCH/HR) : .58 AREA-AVERAGED Fp`INCH/HR) : .96 AREA-AVERAGED Ap = .60 TOTAL AREAOCRES, = 44.50 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 55.00: 3116.00 FEET. * ** * *t * * *tt* * ** ** * * * ** ** * * * * ** *u **tt****** t* ** *ttt *t* * **t *t * ** * * * ***** *t *t* FL3W PROCESS FROM NODE 55.00 TO NODE 60.00 I5 CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 0 1 USED)((((( ;;PS;REA;1 ELEVATION ;FEET) : 1323.40 DOWNSTREAM ELEVATION(FEET) : 1321.50 LENGTH(FEET) = 326.03 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEE,) = 27.00 :STANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) : .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 rt,..r.w NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAX :MOM ALLOWABLE STREET FLOW DEPTH(FEET) : 1.00 4!) * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 83.17 ***STREET FLOWING FULL *** hAL 5TREET FLOOD • WI H(FEET) = 41.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.03 PRODUCT OF DEPTH &VELOCITY = 2.39 STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 23.58 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.627 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL { '3 -4 DWELLINGS /ACRE' A .40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .74 EFFECTIVE AREA(ACRES) = 42.62 AREA - AVERAGED Fm(INCH /HR) _ .58 AREA- AVERAGED Fp(INCH/HR) _ .96 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 44.90 PEAK FLOW RATE(CFS) = 82.80 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .79 HALFSTREET FLOOD WIDTH(FEET) = 41.31 FLOW VELOCITY(FEET /SEC.) = 3.03 DEPTH *VELOCITY = 2.38 ******************************************* * * * * * * * * * * **m * * * * * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 65.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW- LENGTH(FEET) = 860.00 ELEVATION DATA: UPSTREAM(FEET) = 1334.40 DOWNSTREAM(FEET) = 1322.20 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.399 * 100 YEAR RAINFALL INTENSITY(INCH/HR = 3.532 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' A 2.20 .98 .60 32 14.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 5.83 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 5.83 ********************************************* * * ** * * * * * * * * * * ** * * * * ** ** * * * **** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVA1ION(FEET) = 1322.20 DOWNSTREAM ELEVATION(FEET) = 1318.90 nEE; LENGTn(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALF+)IDTK(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 - • OUTSIDE STREET CROSSFALL(DECIMAL) - .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 11.96 { AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITY = .83 STREET FUN TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 16.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.203 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.20 .98 .60 32 SL3AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .38 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 3.40 AREA-AVERAGED Fm(:NCH /HR) _ .59 AREA-AVERAGED Fp(INCH/HR) = .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 8.01 ( E ) EN, OF S;;BAREA STREET FLOW HYDRAULICS: 1 DEPTH(FEET) = .36 HALFSTREET FLOOD = 12.43, ********************************************* ** *** * ** * * * * * * * ** * ** *** * *** * *** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.203 yam+, SUBAREA LOSS RATE DATA(AMC II): [ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS �Mr,.r►' LANG USE GROUP (ACRES) (INCH /HR) ( DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 3.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 7.30 EFFECTIVE AREA(ACRES) = 6.50 AREA - AVERAGED F (INCH /HR) _ .59 AREA- AVERAGED Fp(INCH/HR) _ .97 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 15.32 ************ u***************** u*********** ** * ** * * * ** * * * * * ***** * ** * * **u*** FLOW PROCESS FROM NODE 6.00 TO NODE 75.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( . INITIAL SUBAREA FLOW - LENGTH(FEET) = 830.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1339.90 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.013 * 100 YEAR RAINFALL INTENSITY(INCH /HR = 3.444 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' B 3.10 .75 .60 56 15.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 8.36 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 8.36 **** u**** u************************ ** ****u*uu******u *uu*** *** ** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 6.3 )))))CDM"M E STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1339.90 DOWNSTREAM ELEVATION(FEET) _ 1335.80 STREET LENGTH(FEET) - : 273.00 CURB hE1GHT(INCHES) = 6.0 STREET HALFWIDTH(FcET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 CUTS:DE STREET CROSSFALL(DECIMAL) - .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .89 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.04 PRODUCT OF DEPTH&VELOCITY = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) _ 16.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254 SUBAREA LOSS RATE DATA(AMC '1): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A .70 .98 .60 32 rS R��iuENTIAL '3-4 DWELLINGS /ACRE' 3 .40 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp( /NCH /HR) _ .89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.69 EFFECTIVE AREA(ACRES) = 4.20 AREA - AVERAGED Fa(INCH /HR) _ .47 AREA-AVERAGED Fp(INCH /HR) = .79 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 10.52 1 2 ) END OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 12.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254 SUBAREA LOSS RATE DATA(AMC II): [ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) ( DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.32 EFFECTIVE AREA(ACRES) = 6.00 AREA-AVERAGED Fa(INCH /HR) _ .51 AREA - AVERAGED Fp(INCH /HR) = .84 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 14.84 *********************************** * * * * * * * * * * * * * * * *u * * * * * * * * *u * * ** mun FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 1 1 USED)((((( - UPSTREAM ELEVATION(FEET) = 1335.80 DOWNSTREAM ELEVATION(FEET) = 1334.50 STREET LENGTH(FEET) = 282.00 CURB HEI6HT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROON TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH (FEET) = 18.76 AVERAGE FLOW VELOCITY(FEE1 /SEC.) = 2.21 PRODUCT OF DEPTH &VELOCITY = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 18.63 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.026 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAID USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 1.10 .98 .6C 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SJOAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.42 j trrc, ;,V� AREAACRES) = 7.10 AREA - AVERAGED Fa(INCH /HR) = .52 AREA - AVERAGED ,Fp(INCH /HR) _ .86 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 16.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.76 FLOW VELOCITY(FEET /SEC.) = 2.21 DEPTH *VELOCITY = 1.08 i******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 1S CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 18.63 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.026 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 1.30 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS /ACRE' 8 .60 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.25 EFFECTIVE AREA(ACRES) = 9.00 AREA-AVERAGED Fp(INCH/HR) _ .52 AREA-AVERAGED Fp(INCH/HR) _ .87 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 20.27 ..................................... aaa +r ++ +tt +r+t+r+ ++ rt tt+tt++trt trtr ))) ))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION !k 1 USED)((((( PSTREAM ELEVATION = 1334.50 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFt4IDTH(FEET) = 27.00 I ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 [ INSIDE STREET CRCSSFALL(DECIMAL) _ .020 �rrr+r OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOXABLE STREET FLOW DEPTH(FEET) = 1.00 ::TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 18.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.04 PRODUCT OF DEPTH &VELOCITY = .1.46 STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 20.17 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.885 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS - LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ' 3 -4 DWELLINGS /ACRE' A .80 .98 .60 32 RESIDENTIAL ' 3-4 DWELLINGS /ACRE' B .20 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) _ 1.00 SUBAREA RUNOFF(CFS) = 2.09 EFFECTIVE AREA(ACRES) = 10.00 AREA-AVERAGED Fp(INCH/HR) _ .53 AREA-AVERAGED Fp(INCH/HR) _ .88 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 21.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .48 HALFSTREET FLOOD WIDTH(FEET) = 18.45 FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH*VELOCITY = 1.45 ssss srs ssrss ss ssss ss ssrssrssssssssss rssrrsssssssssssssssrssrrru umu a sss FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1 ))) >)GSIGNATE INOEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME CF CONCENTRATION(MIN.) _ 20.17 RAINFALL :NTENSITY(INCH /HR) - 2.89 AREA-AVERAGED F3(1NOH /HR) _ .53 AREA - AVERAGED F; /HR) _ .88 AREA-AVERAGEO A;. = .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.23 ssssszx ssssssssssssssssssssssss ssrrsrrrs rssssssssssssrrrrrrssssssssss sssssrs FLOW PROCESS FROM NODE 6.00 TO NODE 90.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1342.00 Tc = K *[(LENGTHss 3.00) /(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. ) = 17.717 s 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.118 SJBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 NELLINGS /ACRE' A 3.70 .98 .60 32 17.72 SESivENTlt�L '3 -4 DWELLINGS/ACRE' B 1.30 .75 .60 56 17.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .92 SJBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SJBAREA RUNOFF�CFS`, = 11.56 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 11.56 ress ssrs ss: sss ssrsssssss rsrss rrrrrsrrsrrrsssssssrrrsusssuu rsrrrsssssrrrrs -, .•. - --`- - --.e.. .-nnr , nn +n ten- n. r.n - ���� - - )))));;OMPUTE STREEI FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1342.00 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 457.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWiDTH(r'EET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DEECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .81 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 13.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.92 PRODUCT OF DEPTHSVELOCITY = 1.49 STREET FLOW TRAVEL YEARRAINFALL (INCH /HR) = Tc(MIN.) = 19.66 2.930 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN - RESIDENTIAL '3-4 DWELLINGS /ACRE' B 3.10 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.92 EFFECTIVE AREA(ACRES) = 8.10 AREA - AVERAGED Fm(INCH /HR) = .51 AREA- AVERAGED Fp(INCH/HR) _ .85 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 17.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) _ 14.38 FLOW VELOCITY(FEET /SEC.) = 4.05 DEPTH *VELOCITY = 1.62 Ixxxxx********* x* I*****I******** t** x*t* txt xxtxtxt * * **t#** *xtt * **m** *I * * **I FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS COOE = 1 )))))CESIGNAIE 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 CGNCENTRATION(MIN. ) = 19.66 RAINFALL INTENSITY(INCH/HR) = 2.93 AREA- AVERAGED Fay INCH /!?R? _ .51 AREA-AVERAGED Fp(INCH/HR, = .85 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 8.10 TOTAL STREAM AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.63 ** CONFLUENCE DATA ** STREAM O Tc Intensit Fp(Fm) Ap Ae SOURCE . NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE 1 21.23 20.17 2.885 .88( 53' .60 10.00 6.00 2 17.63 19.66 2.930 .85( .51) .60 8.10 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. x* PEAK FLOW RATE TABLE tI STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 38.5 20.17 2.885 866 .520) .60 18.1 6.00 2 38.7 19.66 2.930 .866( .519) .60 17.8 6.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: { PEAK FLOW RATE(CFS) = 38.72 Tc = 19.659 EFFECTIVE AREA(ACRES) = 17.85 AREA-AVERAGED Fm(INCH /HR) _ .52 AREA-AVERAGED Fp(INCH /HR) = .87 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.10 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 95.00 = 1665.00 FEET. I***I t***** II I************** I** ** * *t# * * * *** * *Itxx ** * * * *ttt * *t* *12x2* * * * *x *II FLOW PROCESS FROM NODE 95.00 TO NODE 100.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( (5 )))))'STREET TABLE SECTION # 1 USED)((((( ^__. - - n: /. , \ _ .won nn nn.•ur +n-*u r rIInv•n.•lrrre - _,, 1n STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .88 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ • 39.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .53 HALFSTREET FLOOD WIDTH(FEET) = 22.92 AVERAGE FLOG VELOCITY(FEET /SEC.) = 4.31 PRODUCT OF DEPTH &VELOCITY = 2.31 STREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 20.77 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A .60 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS /ACRE' B .50 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.29 EFFECTIVE AREA(ACRES) = 18.95 AREA - AVERAGED Fp(INCH/HR) = .52 AREA-AVERAGED Fp _ .87 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 19.20 PEAK FLOW RATE(CFS) = 39.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 22.77 FLOW VELOCITY(FEET /SEC.) = 4.30 DEPTH *VELOCITY = 2.29 sssssssss*s sss ssss ss s*ss ss sssss sss ss sss ssssssssss sssssssssssssssss*sussssss FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 8.1 ) ))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 20.77 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 4.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 8.50 EFFECTIVE AREA(ACRES) = 23.15 AREA - AVERAGED Fp(INCH/HR) = .53 AREA - AVERAGED Fp(INCH/HR) _ .89 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 23.40 PEAK FLOW RATE(CFS) = 47.99 ** s* ss*: s* s* ssssss* ss* ssss s* ssss* s**s sss* ssss ss *ssssssss *sssssssssssssssssss - FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 I5 CODE = 6.3 )))))COMPUTE STREET FLCW TRAVEL TIME THRU SUBAREA((((( ) > > > >( STREET TABLE SECTION 1 1 USED)((((( UPSTREAM ELEVATION`FEET) = 1327.60 DOWNSTREAM ELEVATION(FEET) = 1322.80 STREET LENGTH(FEET) = 268.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .85 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 49.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .56 HALFSTREET FLOOD WIDTH(FEET) = 25.11 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.78 PRODUCT OF DEPTH&VELOCITY = 2.66 STREET FLOW TRAVEL TIME(MIN.) = .93 Tc(MIN.) = 21.70 ^^ 4 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.761 1 E ) SUBAREA LOSS RATE DATA(AMC II): CEVE CPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CV SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .91 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.55 EFFECTIVE AREA(ACRES) = 24.45 AREA - AVERAGED Fa(INCH /HR) _ .53 AREA - AVERAGED Fp(INCH /HR) _ .89 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 24.70 PEAK FLOW RATE(CFS) = 48.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .56 HALFSTREET FLOOD WIDTH(FEET) = 24.95 FLOW VELOCITY(FEET /SEC.) = 4.79 DEPTH *VELOCITY = 2.66 *********************t*********************** * * * * * * * * * ** * *** *tt * * * *t * *t **t ** { FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ))) >)DEESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.70 RAINFALL INTENSITY(INCH /HR ) = 2.76 AREA - AVERAGED Fm(INCH /HR' _ .53 AREA-AVERAGED Fp(INCH/HR) _ .89 AREA - AVERAGED Ap = 60 EFFECTIVE STREAM AREA(ACRES) = 24.45 TOTAL STREAM AREA(ACRES) = 24.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.99 ************** t* t*** t************ * *** * ** * * * * *t * **t * ***t * * * * * **t amt ut* FLOW PROCESS FROM NODE 4.50 TO NODE 50.00 IS CODE = 2.1 i )) )))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1339.50 DOWNSTREAM(FEET) = 1332.50 Tc = K*((LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.238 * 100 YEAR RAINFALL INTENSITY(INCH/HR} = 3.894 SJBAREA Tc AND LOSS RATE DATA,AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap 505 Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' B 1.00 .75 .60 56 12.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.10 ** * *t * * *x* ** * * * ** ut tut * * * **t*t *tt* * **t* *t ** * * * *t * ** mutt **u *******matt FLOW PROCESS FROM NODE 50.00 TO NODE 105.00 IS CODE = 6.2 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))) )(STREET TABLE SECTION 1 1 USED)((((( • UPSTREAM ELEVATION(FEET) = 1332.50 DOWNSTREAM ELEVATION(FEET) = 1322.80 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL SRADEBREAK(FEET) = 20.00 INSIDDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUN)FF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 5.02 Tc(MIN.) = 17.26 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.168 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 5.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 e SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 12.32 :rrt,.IIVE AREA(ACRES) = 6.30 AREA-AVERAGED Fa(iNCH /HR) _ .56 ,CA_AUC9 +S •VALI fU5\ - OF AO:A_AUCCA.. ^_CA A- - LA END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 15.16 FLOW VELOOCITY(FEET /SEC.) = 3.07 DEPTH*VELOCITY = 1.27 i####*##Y222######## t# s#### 2#tt#t*#Y it2 ii2## f # #s # *X # # #s3 * #ti # # * # # #s # #t #it # ## FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 17.26 RAINFALL INTENSITY(INCH /HR) = 3.17 AREA-AVERAGED Fa INCH /HR' _ .56 AREA- AVERAGED Fp(I /HR) = .94 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 6.30 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.77 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 48.66 22.21 2.723 .89 .53 .60 24.70 6.00 1 48.99 21.70 2.761 .89 .53 .60 24.45 6.00 2 14.77 17.26 3.168 .94 .56 .60 6.30 4.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ss PEAK FLOW RATE TABLE ss STREAM 0 Tc Intensity Fp(Fs) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE i 61.5 21.70 2.761 .900 .540 .60 30.7 6.00 2 3 60.9 22.21 2.723 .900 .540 .60 31.0 6.00 60.8 17.26 3.168 .902 .541 .60 25.7 4.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.46 Tc(MIN.) = 21.702 EFFECTIVE AREA(ACRES) = 30.75 AREA - AVERAGED Fm(INCH/HR) = .54 AREA-AVERAGED Fp(INCH/HR) _ .90 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES, = 31.00 LONGEST FLOWPATH FR3M NODE 6.00 TO NODE 105.00 = 2220.00 FEET. ENO CF STUDY SUMMARY: TOTAL AREA�ACRES) = 31.00 TC(MIN.) = 21.70 EFFECTIVE AREA(ACRES) = 30.75 AREA-AVERAGED Fm(INCH /HR)= .54 AREA-AVERAGED Fp(INCH /HR) _ .90 AREA-AVERAGED Ap = .60 PEAK FLOW RATE(CFS) = 61.46 ss PEAK FLCW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 60.8 17.26 3.168 .902( .541 .60 25.7 4.50 2 61.5 21.70 2.761 .900 .540 .60 30.7 6.00 3 60.9 22.21 2.723 .900} .540 .60 31.0 6.00 END OF RATIONAL METHOD ANALYSIS 1 1 111 1:: Ei! 4 ********************#****************# m**** *** * * ****** * * * * * * *** * * *** * *** ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION (c) Copyright 1983 -94 Advanced Engineering Software (aes Ver. 3.18 Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948-8464 * * ** ***u** ****** *** * ***** DESCRIPTION OF STUDY * *** * * * * **** * *** * * *** ***** * TR 15709 * * 010 CB HYDROLOGY * * IN 126 -1050 * ************************************ mu* *******#***** **** * **** *** *u**** FILE NAME: C815709.010 TIME/DATE OF STUDY: 15:28 5/22/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --TIME -OF- CONCENTRATION MOLL *-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF - CROWN TO STREET -CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE / WAY (FT) (FT) (FT) (FT) (n) 1 27.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* * *** um #rhk� mutt 3*i***********#* ******#*#i*utut ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2.1 • )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( -�� - - -~ ))USE TIME- OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 865.00 ELEVATION DATA: UPSTREAM( T) = 1366.40 DOWNSTREAM(FEET) = 1352.80 Tc = K *[(LENGTH** 3.00) /(ELEVATION CHANGE )) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 14.138 * 10 YEAR RAINFALL INTENSITY INCH/Ht = 2.380 SUBAREA Tc AND LOSS RATE DAT ANC II : DEVEL LAND USE OPMENT TYPE/ SAIL (ACRES) (INCH/HR) (DECIMAL) N MAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' A 5.10 .98 .60 32 14.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA SUBAREA AVERAG ARE Ap _ .60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 8.24 FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 6.2 )))))(STREET STREET ABLESECTI TRAVEL SECTION SUBAREA(((({ 1 UUSED)(((((( /� UPSTREAM ELEVATI�FEET) = 1352.80 DOWSTREAM ELEVATION(FEET) = 1348.50 STREET LENGTH(FEET) = 320.00 CURB HEIGHT( INCHES) = 6.0 �t.vrt nu nnnnJ rrrr\ _ �� nn _ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL( DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.05 1:::::' STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.87 PROOUCT OF DEPTH&VELOCITY = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 16.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.210 SUBAREA LOSS RATE DATA(AMC II): REVEL LAND USE TYPE/ SOIL (ACRES) Fp (I NCH/HR) (DECIMAL) R CN RESIDENTIAL ' 3 -4 DWELLINGS /ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.61 EFFECTIVE AREA(ACRES) = 6.20 AREA-AVERAGED Fm(INCH/HR) _ .59 AREA - AVERAGED F INCH/HR) _ .98 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 9.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 FLOW VELOCITY(FEET /SEC.) = 2.88 DEPTH*VELOCITY = 1.02 • FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 ) ») )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.210 SUBAREA LOSS RATE AMC II: DEVELOPPOIT TYPE / DATA( SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL ' 3-4 DWELLINGS /ACRE' A 1.40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.05 EFFECTIVE AREA(ACRES) = 7.60 AREA- AVERAGED F.(INCH/HR) _ .59 AREA- AVERAGED Fp(INCH/HR) _ .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = (LID- . I2 -# tut**** t* t **s* * *tt*tt *tttt*tott*tttttttt MUlittu*tt*ttt *t****M** - M1 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ))) ))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE (MC ( TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME Cf RAINFALL I NTEN = 1 2.21 AREA-AVERAGED Fi(INCH/N9t ) = .59 AREA-AVERAGED FPp(INCH/HR = .98 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 7.60 TOTAL STREAM AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) AT ONFLUENCE = 11.12 *tt **t * *ttt*t *tt *t ***** tats t*** t** ttttt*** * *t*tttt *tttttttt *ttt*****uum *t FLOW PROCESS FROM NEE 2.00 TO NODE 15.00 IS CODE = 2.1 ))> ))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1362.90 DOWNSTREAM(FEET) = 1353.70 Tc = K *((LENGTH** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 16.172 * 10 YEAR RAINFALL INTENSITY(INCH /HR = 2.196 SUBAREA Tc AND LOSS RATE DATAA((AMC II : DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) (g) RESIDENTIAL ' 3 -4 DWELLINGS /ACRE' A 2.30 .98 .60 32 16.17 SUBAREA RUNOFF(CFS) = 3.33 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 3.33 ******rxcru:m:tou***** * ***** *u :**** ** sunn**s********us#us FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( ( )))))(STREET TABLE SECTION WR 1 USED)((((( UPSTREAM ELEVATI FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) ; 1348.50 ) STREET LENGTH(FEET = 605.00 CURB HEIGHT(INCH:S) = 6.0 STREET HALFWIDTH(FEET) = 27.00 ) DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 OUTSIDE STET C�ROS _ 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .32 HALFSTREET FL00D WIDTH(FEET) = 10.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.12 PRODUCT OF OEPTHSVELOCITY = .67 STREET FLOW TRAVEL TIME(MIN.) = 4.75 Tc(MIN.) = 20.93 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.:1 SUBAREA LOSS RATE DATA( AMC II): DEVELOPMENT LAND USE 6ROUP (ACRES) (I F NCH/I) (DECIMAL) SCS RESIDENTIAL 6 3 -4 DWELLINGS /ACRE' A 2.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 3.27 EFFECTIVE AREA( ACRES) = 5.10 AREA-AVERAGED Fm(INCH/Ht) = .59 AREA- AVERAGED Fp(INCH/NR) _ .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) _ 4111=110 i END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 33 HALFSTREET FLOOD WIDTH (FEET) = 11.18 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH*VELOCITY = .73 ) ** tu****** u*** mu* m************ * * **uu *uu *u * * * * * ** **u * * * * * * * *uu FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AN) COMPUTE VARIOUS CONFLUENCED STREAM VALUES(((( ( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(AIN. ) = 20.93 RAINFALL INTENSIT1f(INCH/HR = 1. AREA - AVERAGED f INCH/HR = .59 - AREA-AVERAGED F INCH/HR = .98 KA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.95 ** CONFLUENCE DATA ** STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NAMBER (CFS) (MIN.) (INCH/HR (INCH/HR) (ACRES) NODE 1 11.12 16.00 2.210 .98( .59) .60 7.60 1.00 2 5.95 20.93 1.881 .98, .59) .60 5.10 2.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAM'S. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.8 16.00 2.210 .975( .585) .60 11.5 1.00 2 14.8 20.93 1.::1 .975( .585) .60 12.7 2.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.82 Tc(MIN.) = 15.996 EFFECTIVE AREA(ACRES) = 11.50 AREA-AVERAGED Fm(INCH/HR) = .59 AREA-AVERAGED Fp(INCH/IIR) = .98 AREA - AVERAGED Ap = .60 0. TOTAL AREA(ACRES) = 12.70 LONGEST FLOIrPATH FROM NODE 2.00 TO NODE 20.00 = 1555.00 FEET. FLOW PROCESS FROM NODE 2.10 TO NODE 25.00 IS CODE : 2.1 )) »)RATIONAL METHOD INITIAL SUBAREA ANPLYSIS((((( ))USE TIME- OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM( FEET) = 1350.00 DOWNSTREAM(FEET) = 1339.50 Tc = K*[(LENGTH** 3.00) /(ELEVATION CHANGE )] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 13.993 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.395 SUBAREA Tc AND LOSS RATE DATA(ANIC II : DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' A 4.10 .98 .60 32 13.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/}) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 6.68 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 6.68 3# ############13#1**** # # ### # # #XC** MUMMUU # M***#######*# 1Th FLOW PROCESS FROM NODE 25.00 TO NODE �35 . IS CODE 6 . -- - -� )))))(S E TABLE SECTION FLOW TRAVEL T I ME) THRU ( SUBAREA((((( - 1 UPSTREAM ELEVATION(FEET) = 1339.50 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) : 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH( FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 11.73 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.38 PRODUCT OF DEPTH&VELOCITY = .82 STREET FLOW TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) : 15.08 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.290 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT AND USE GROUP �GROUP (ACRES) (INcH/HR) (DECIMAL) SCS RESIDENTIAL '3 -4 DWELLINGS /ACRE' A .50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 AVERAGE SUBAREA SUBAREA AREA(ACRES) AREA FRACTION, RUNOFF(CFS) _ .77 EFFECTIVE AREA(ACRES) = 4.60 AREA - AVERAGED Fm(INCH/HR) _ .59 e44i. Z AREA . TOTAL : H/H4.60 .98 PEAK FL RATE(CFS) _ 7.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 11.65 FLOW VELOCITY(FEET /SEC.) = 2.41 OEPTH*VELOCITY : .83 #*##**#**####*#### *** ** #**# # *****#f#*########2*** u***#* #** #* # #**##x#* * **## FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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. ) = 15.08 RAINFALL INTENSI Y(INCH/HR = 2.29 AREA - AVERAGED F INCH/HR : .59 AREA-AVERAGED F INCH/HR) : .98 AREA-AVERAGED Ap = .60 EFFECTIVE TO TAL STREAM -- 5) 4.60 4.60 { PEAK FLOW RATE(CFS) AT CONFLUENCE : 7.06 { ****#*#****##*##****** x#** x#******#***** x*** ***xx*x **xux*x*x * #x**x*xxx*x**x FLOW PROCESS FROM MODE 3.00 TO NODE 15.00 IS CODE = 2.1 0: ) ))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( INITIAL SW AREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1366.00 DOWNSTREAM(FEET) = 1353.70 Tc = K *((LENGTH** 3.00) /(ELEVATION CHANGED* ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 15.737 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.232 SUBAREA Tc AND LOSS RATE DATAAI(AMC II : DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS Tc LAND USE RESIDENTIAL GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) '3 -4 DWELLINGS /ACRE' A 2.80 .98 .60 .32 15.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA = 4. TOTAL 2.80 PEAK FLOW RATE(CFS) = 4.15 **************** u#************************ **** ******* * * ********* * ********* FLOW PROCESS FROM NODE 15.00 TO NODE 30.00 IS CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STET TABLE SECTION t 1 USED) ((((( _ _ UPSTREAM ELEVATION(FEET) = 1353.70 DOWNSTREAM ELEVATION(FEET) = 1342.30 STREET LENGTH(FEET) = 710.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH (FEET) = 27.00 - DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .87 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .32 HALFSTREET FLOOD WIDTH(FEET) = 10.40 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY = .93 STREET FLOW RA = Tc(MIN.) = 19.81 4 SUBAREA LOSS RATE CATA(A1 C II): DEVELOPMENT TYPE/ SCS GROIL (ACRES) (INCH/HR) (DECIMAL) SCS RESIDENTIAL '3-4 DWELLINGS /ACRE' A 2.30 .98 .60 32 RESIDENTIAL '3-4 DW EU.INGS /ACRE' B 2.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 5.51 EFFECTIVE AREA(ACRES) = 7.10 AREA- AVERAGED Fa(IN CH/HR) _ .55 AREA-AVERAGED F INCH/HR) _ .91 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES = 7.10 PEAK FLOW RATE(CFS) = 8.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 34 HALFSTREET FLOOD WIDTH(FEET) = 11.57 FLOW VELOCITY(FEET /SEC.) = 3.09 DEPTH*VELOCITY = 1.06 **************************M************* * ***** ******** * * * **:uu * * * ******* FLOW PROCESS FROM N00E 30.00 TO NODE 35.00 IS CODE = 6.3 )) >) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA UM )))))(STREET TABLE SECTION II 1 USED)((((( STREEET� ELEVATION(FEET) LENGTH(FEET): 468.00 CURB HEIGHT(INCHES) = 1338.O0 STREET HALFWIDTH (FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET MAXI OWABLE STREET FLOW DEPTH(FEET ) 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .39 HALFSTREET FL00D WIDTH(FEET) = 13.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.58 PRODUCT OF DEPTHSVELOCITY = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 3.03 Tc(MIN.) = 22.84 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT USE TYPE/ SAIL (ACRES) (INCH/HR) (DECD) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 2.20 .98 .60 32 RESIDENTIAL 3-4 DWELLINGS /ACRE' B .30 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .95 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 2.74 EFFECTIVE AREA(ACRES) = 9.60 AREA- AVERAGED Fm(INCH/HR) _ . . Z= - AREA- AVERAGED Fp(INCH/HR) = .92 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) = 10.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 39 KALFSTREET FLOOD WIDTH(FEET) = 13.91 FLOW VELOCITY(FEET /SEC.) = 2.61 DEPTH*VELOCITY = 1.02 ******* t******##*txtu**#* t*********##**#*** ********t*#***#*** **#*u*ttt**** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( --------------- - - - - -- --- - - - - -- TOTAL NINE OF STREAMS = 2 - - - CONFI.UENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIDN(MIN. = 22.84 RAINFALL INTENSITY(INCH /HR ) = 1.79 AREA-AVERAGED Fm(INCH/HR) _ .55 AREA-AVERAGED Fp(INCH/HR) _ .92 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 9.60 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.65 ** CONFLUENCE DATA ** STREAM 0 Tc Intensit Fp(Fi) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.06 15.08 2.290 .98( .59) .60 4.60 2.10 2 10.65 22.84 1.785 .92, .55) .60 9.60 3.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CfS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.0 15.08 2.290 .943( .566) .60 10.9 2.10 2 15.6 22.84 1.785 .9 .563) .60 14.2 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.97 Tc(MIN.) = 15.077 EFFECTIVE AREA(A = 10.94 AREA-AVERAGED Fm(INCH/HR) _ .57 AREA - AVERAGED Fp(INCH/HR) _ .94 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 14.20 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 35.00 = 2178.00 FEET. #######**********#*#******#****#***#****#*** # * * # # * *#***** * * * * * * # *#t##***#** FLOW PROCESS FROM NODE 3.10 TO NODE 40.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME- OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 1341.50 DOW(STREAM(FEET) = 1334.20 Tc = K* [(LENGTH** 3.00) /(ELEVATION CHANGE )] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 12.335 * 10 YEAR RAINFALL INTENSITY(INCH /HR = 2.583 SUBAREA Tc AND L055 RATE DATA( AMC II : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 4.30 .98 .60 32 12.34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 7.73 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 7.73 *************# r* u*#*##*#****Mtt t*#****#* * * ***## #*#nzx* * * * * * *r* **u * * *# *# FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((( ( )))))(STREET TABLE SECTION 1 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1334.20 DOWNSTREAM ELEVATION(FEET) = 1327.90 STREET LENGTH(FEET) = 272.00 CURB IEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE INSIDE STREET CROSSFALL(DECIMAL) CROSSFALL(DECIMAL) GRAD = 20.00 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED MJFBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY MAXIMUM ALLOWAB CROSSFALL(DECIMAL) EFLOW DEPTH(FEET) = .79 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEE_T) _ .32 HALFSTREET ERAGE FLOW VELOCITY(FEET /SEC.) 10.63 AVERAGE 3.49 PRODUCT OF DEPTH&VELOCITY = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 13.63 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.433 SUBAREA LOSS RATE DATA(AI'C II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 - - SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.83 EFFECTIVE AREA(ACRES) = 5.40 AREA- AVERAGED Fn(INCH/HR) _ .59 AREA - AVERAGED F IN;H/FR) _ .98 AREA- AVERAGED Ap _ .60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 8.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 33 HALFSTREET FL00D WIDTH(FEET) = 10.79 FLOW VELOCITY(FEET /SEC.) = 3.53 DEPTH*VELOCITY = 1.16 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CCOE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 13.63 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.433 SUBAREA LOSS RATE DATA( AMC II): LAND USE GROUP SAIL (ACRES) (I Fp NCH/tR) (DECIMAL) SCS N RESIDENTIAL 3 -4 DWELLINGS /ACRE' A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 5.49 EFFECTIVE AREA( ACRES) = 8.70 AREA- AVERAGED F.(INCH/HR) _ .59 AREA - AVERAGED F INCH/HR) _ .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 14.47 #**x*x**#xxxx *#x uum**** x#******* * * * **** * *** * *** * *****#* * **** #xtu . FLOW PROCESS FROM NEE 45.00 TO NODE 55.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( - -_ - - � )))))(STREET TABLE SECTION S 1 USED)(((( ( UPSTREAM ELEVATION(FEET) = 1327.90 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET LENGTH(FEET) = 175.00 CURB )EIGHT(INNHE5) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK( FEET) = 20.00 INSIDE OUTSIDE S SREET CROSSFALL(DECIMAL) ) = .020 { SPECIFIED MRIBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .77 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.03 STREETFLOUW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FL00D WIDTH(FEET) = 13.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.15 PRODUCT OF DEPTH&VELO:ITY = 1.54 STREET FLOW TRAVEL TIME(MIN.) = .70 Tc(MIN.) = 14.34 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.361 SUBAREA LOSS RATE DATA( AMC II): DEVELOPMENT TYPE/ SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) SCS RESTDENTIAL SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /NR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) _ .70 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 9.40 AREA-AVERAGED Fm(INCH /HR) _ .59 AREA-AVERAGED F INCH/HR) _ .98 AREA-AVERAGED Ap = .60 - TOTAL AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) = 15.02 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 13.05 ' FLOW VELOCITY(FEET /SEC.) = 4.15 DEPTH*VELOCITY = 1.54 � u******##:#########u.****###*########### # ###x # # # ##*uum * # #### # # #### # :u# FLOW PROCESS FROM NODE 3.20 TO NODE 55.00 IS CODE = 8.2 )))))ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,((((( )))))(AND COMPUTE INITIAL SUBAREA RUNOFF)((((( INITIAL SUBAREA FLOW- LENGTH(FEET) = 705.00 ELEVATION DATA: UPSTREAM(FEET) = 1331.70 DOWNSTREAM(FEET) = 1323.40 Tc = K*[(LENGTH** 3.00) /(ELEVATION CHANGE )) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 13.804 * 10 YEAR RAINFALL INTENSITY(INCH /HR = 2.415 SUBAREA Tc AND LOSS RATE DATAA((A C II : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc • - LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 3.80 .98 .60 32 13.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.80 INITIAL SUBAREA RUNOFF(CFS) = 6.26 #* ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 14.34 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.361 SUBAREA AREA( ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 6.07 �---- EFFECTIVE AREA(ACRES) = 13.20 AREA-AVERAGED Fm(INCH/HR = .59 AREA - AVERAGED Fpp(INCH/HR) _ .98 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 21.10 ## s########*******Utt**:### x#******x#### ###uu##### # *11 * ***#### # # **M *### FLOW PROCESS FROM NODE 55.00 TO 400E 55.00 IS CODE = 1 )))))DESIGNATE INCEPEMDENT STREAM FOR CONFLUENCE (((( ( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.34 RAINFALL INTENSITY(INCH /HR ) = 2.36 AREA- AVERAGED Fm(INCH/HR) _ .59 AREA-AVERAGED Fpp(INCH/HR) = .98 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 13.20 TOTAL STREAM AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.10 ################* Y# Zi##################### # # # # # # * #*# # # # # * * #* # ***** * * #*#3# FLOW PROCESS FROM NODE 4.00 TO NODE 50.00 I5 CODE = 2.1 )))> )RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1340.00 DOWNSTREAM(FEET) = 1332.30 Tc = K #[(LENGTH## 3.00) /(ELEVATION CHANGE )) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 12.007 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.626 SUBAREA lc AND LOSS RATE DATA(AMC II : DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCHIHR) (DECIMAL) CN (MIN.) RESIDENTIAL '3 -4 DWELLINGS /ACRE' B .90 .75 .60 56 12.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 1.76 #*####### m#####* m**#*****##**##**##**** * * * * * * * * * * ** * # * # * # * * ** ***# # * * *# 1 FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 I5 CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( ))))) TA3'_7 S7CT13 1 JSE31(((( UPSTREAM ELEVATION(FEET) = 1332.30 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET LENGTH(FEET) = 735.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .94 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .33 FLOOD HALFSTREET AVERAGE FLOWVEOCITY(FEET /SEC.) 11.182 62 PRODUCT OF DEPTH&VELOCITY = .88 STREET FLOW TRAVEL TIME(MIN.) = 4.68 Tc(MIN.) = 16.69 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAID USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 2.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 3.53 EFFECTIVE AREA(ACRES) = 3.40 AREA- AVERAGED Fm(INCH/HR) _ .55 AREA - AVERAGED Fp(INCH/HR) R) _ .91 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = - ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.74 FLOW VELOCITY(FEET /SEC.) = 2.84 DEPTH*VELOCITY = 1.04 umm uu* uuuu* um * * * * * * *uuuuu *umuu *u * *u*uuuttu uu FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 1 )))) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))) )AND COMPUTE VARIOUS CONFLUINCED STREAM VALUES((((( TOTAL RIBBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 16.69 RAINFALL INTENSITY(INCH /HR ) = 2.15 AREA-AVERAGED Fm(INCH/FR) = .55 AREA - AVERAGED Fpp(INCH/HR) _ .91 AREA-AVERAGED Ap = 60 EFFECTIVE STREAM AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91 ** CONFLUENCE DATA ** STREAM C Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.10 14.34 2.361 .98( .59) .60 13.20 3.10 2 4.91 16.69 2.155 .91( .55) .60 3.40 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM O Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.9 14.34 2.361 .964 .578) .60 16.1 3.10 2 23.6 16.69 2.155 .%3( .578) .60 16.6 4.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.86 Tc(MIN.) = 14.335 EFFECTIVE AREA(ACRES) = 16.12 AREA- AVERAGED Fm(INCH /HR) = .58 AREA- AVERAGED Fp( INCH/HR) _ .96 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 16.60 LONGEST FLOW PATH FROM NODE 4.00 TO NODE 55.00 = 1280.00 FEET. *************************** * * * * * * * * ** * ** * *u * * * * * * * * * * * * * ** *muss* * * *u ** FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION t 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1323.40 DCINSTREAM ELEVATION(FEET) = 1321.80 1 E ) STREET LENGTH(FEET) = 326.00 CURB HEIGHT(INCHES) = 6.O STREET HALFWIDTH( FEET) = 27.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL( DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.15 C ** *STREET FLOW SPLITS OVER STREET - CROWN* ** FULL DEPTH(FEET) = .65 FL000 WIDTH(FEET) = 34.56 FULL HALF-STREET VELOCITY(FEET /SEC.) = 2.75 SPLIT DEPTH(FEET) = .40 SPLIT FLOOD WIDTH(FEET` = 14.46 SPLIT FLOW(CFS) = 4.24 SPLIT VELOCITY(FEET /SEC.) = 1.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW STREET FLOW DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 34.56 AVERAGE FLOW VELOCITY(FEE T /SEC .) = 2.75 PRODUCT OF DEPTH&VELOCITY = 1.79 STREET RAINFALL TINTENSITY Tc(MIN.) = 16.31 (INCH/HR) = 2.185 * 10 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL (ACRES) F SCS S) (I NCH/HR) (DEC .) CN RESIDENTIAL ' 3 -4 DWELLINGS /ACRE' A .40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) _ .58 EFFECTIVE AREA(ACRES) = 16.52 AREA- AVERAGED Fm(INCH/HR) _ .58 AREA - AVERAGED Fp(INCH/HR) = .96 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 17.00 PEAK FLOW RATE(CFS) = 25.86 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 34.56 FLOW VELOCITY(FEET /SEC.) = 2.75 DEPTH *VELOCITY = 1.79 * *** *t * ** *t *st*tt * *tt*t* rust : ::xttts xtstt :txx : :MUSUUMIUMUUM FLOW PROCESS FROM NODE 5.00 TO NODE 65.00 IS CODE = 2.1 )))) )RATIONAL METHOD INITIAL SUBAREA ANALYSIS(((( ( ))USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW = 860.00 ELEVATION DATA: UPSTREAM(FEET) = 1334.40 DOWNSTREAM(FEET) = :322.20 Tc = Kt ((LENGTH** 3.00) /(ELEVATION CHANGE )) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 14.399 * 10 YEAR RAINFALL INTENSITY(INCH/HR = 2.354 SUBAREA Tc AND LOSS RATE DATA(AMC II : DEVELOPMENT TYPE) SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ' 3-4 DWELLINGS /ACRE' A 2.20 .98 .60 32 14.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PPERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 3.50 . TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 3.50 ************ su* s* s** MM******** s**** t*** * * * * **x * ***** * * * ** * * * *u* * *** * ** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 I5 CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( ( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION`FEET) = 1322.20 DOWNSTREAM ELEVATION(FEET) = 1318.90 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 21.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 C STREET PARKWAY CROSSFALL(OECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: HALFSTREET EET FL000 DEPTH(FEET) E = HALFS T REET �: T FEET) = 9.62 (i AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10 PRODUCT OF OEPTH&VELOCITY = .64 . uc, rLOW TRAVEL 7:ME(MIN.) = 2.86 Tc(MIN.) = 17.26 • !n VC +0 DA' J A ' 'V'':VC' •JJ'+ ;'L' /40 = •) 1', DEVELOPMENT TYPE/ SC$ SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ' '3 -4 DWELLINGS /ACRE' A 1.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.65 EFFECTIVE AREA(ACRES) = 3.40 AREA- AVERAGED Fm(INCH /HR) _ .59 AREA-AVERAGED Fp(INCH/HR) _ .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 4.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 9.93 FLOW VELOCITY(FEET /SEC.) = 2.14 DEPTH *VELOCITY = .66 n***t**t t## t* utt* tt* ut#*t*t*t*tt 2X***ttt t ** * *ttt*t # # *t ** *tt*t* ** * *** *ut FLOW PROCESS FROM NODE 70.01 TO NODE 70.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( * 10 YEAR Tc(MIN) 17.26 RAINFALL INTENSITY(INCH/}4t) = 2.112 SUBAREA LOSS RATE DATA(A C II): DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) - CN - RESIDENTIAL '3-4 DWELLINGS /ACRE' A 3.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 4.26 EFFECTIVE AREA(ACRES) = 6.50 AREA-AVERAGED Fm(INCH/HR) _ .59 AREA - AVERAGED Fp(INCH/HR) _ .97 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) _ 4131111 ' � �_ *t* *t *tutttatu uutu*u* **tutu *uutuutuuutuuuuutt *t **** FLOW PROCESS FROM NODE 6.00 TO NODE 75.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA!( INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1339.90 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE); ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.013 * 10 YEAR RAINFALL INTENSITY' INCH/HR I = 2.296 SUBAREA Tc AND LOSS RATE DATA(AMC II DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) ( DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' 9 3.10 .75 .60 56 15.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(1NCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 5.15 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 5.15 ***** m***** * *t * * * * * ** * * *uuuutut mmututm FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 I5 CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA (((( { )))))(STREET TABLE SECTION C 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1339.90 DOWNSTREAM ELEVATION(FEET) = 1335.80 STREET LENGTH(FEET) = 273.00 CURB IEIGHT(IND ES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CRCSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL( DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .89 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH = 9.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.73 PRODUCT OF DEPTH &VELOCITY = .84 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 16.68 * 10 YEAR RAINFALL INTENS :TY(INCH/HR) = 2.155 SUBAREA LOSS RATE OATA(AMC II): nFVF! CPME T _/ f- E/ S^ 0 5 `Ivim ., hlR_.. Y Ap JbJ RES :DENT :AL '3 -4 DWELLINGS /ACRE' A .70 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS /ACRE' B .40 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.60 EFFECTIVE AREA(ACRES) = 4.20 AREA-AVERAGED Fm(1NCH/HR) _ .47 AREA-AVERAGED Fp(INCH/HR) _ .79 AREA - AVERAGED Ap : .60 TOTAL AREA(ACRES) 4.20 PEAK FLOW RATE(CFS) = 6.37 Y END OF SUBAREA STREET FLO W HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 10.24 FLOW VELOCITY(FEET /SEC.) = 2.75 DEPTH *VELOCITY = .87 ux:*xtuu:utzxx uuuuuu::x*: u:s** * * * ** ** *unu* * * : : * * * : * * *rx : * :x :** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 >))) >ADOITION OF SUBAREA TO MAINLINE PEAK FLOW((((( * 10 YEAR INTENSITY(INCH/HR) = 2.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) - CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.54 EFFECTIVE AREA(ACRES) = 6.00 AREA- AVERAGED F ;(INCH/HR) _ .51 AREA- AVERAGED Fp(INCH/HR) _ .84 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 8.91 st *t * : : : : : :m*** * *** *n t txs :s:x :x :*s :* : :sx xx ::s xu : mum ux FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1335.80 DOWNSTREAM ELEVATION(FEET) = 1334.50 STREET LENGTH(FEET) = 282.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL( DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .42 HALFSTREET FL000 WIDTH(FEET) = 15.32 . AVERAGE FLOW VELOCITY(FEE T /SEC.) = 1.96 PRODUCT OF DEPTH&VELOCITY = .82 STREET FLOW TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 19.08 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.9 :4: SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE -, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.39 EFFECTIVE AREA(ACRES) = 7.10 AREA-AVERAGED Fp(INCH/HR) _ .52 AREA-AVERAGED Fp(INCH/HR) _ .86 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 9.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FL000 WIDTH(FEET) _ :5.24 FLOW VELOCITY(FEET /SEC.) = 1.93 DEPTH*VELOCITY = .80 ##tt#4# 3##ii*# ui#i# fu # # # # #utYtttix3tt # # # *t #t #3u*** ** #tuUUMUU** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 I5 CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK PALM( :NL. )_ 19.08 t 10 YEAR RAINFALL INTENSITY; :NCH[ R' = 1.588 LAND USE ORQUP (ACRES, \.NCHIHR) (3ECIMAL RESIDENTIAL ' 3 -4 DWELLINGS /ACRE' A 1.30 .98 .60 32 RESIDENTIAL 3 • -4 DWELLINGS /ACRE' B .60 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 2.47 EFFECTIVE AREA(ACRES) = 9.00 AREA- AVERAGED Fm(INCH /HR) _ .52 AREA- AVERAGED Fp(INCH/HR) _ .87 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 11.87 ############################################# # # # # # ## # # # ### # # # # # # # # # # # # # # # # ## FLOW PROCESS FROM NODE 85.00 TO NODE 95.00 IS CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( )))))(STREET TABLE SECTION B 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1334.50 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK( FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 • NUMBER OF HALFSTREETS = 2 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 20.83 * 10 YEAR RAINFALL INTENSITY(INCH/HR) _ 1.886 SUBAREA LOSS RATE DA T A(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A .80 .98 .60 32 RESIDENTIAL '3-4 DWELLINGS /ACRE' 8 .20 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 10.00 AREA- AVERAGED Fm(INCH/HR) = .53 AREA-AVERAGED Fp(INCH/HR) = .88 AREA AVERAGED Ap = .60 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 12.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FL00D WIDTH(FEET) = 14.85 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH*VELOCITY = 1.08 . t## i############ sU########################## # # # # # # # # # ## ### ## # # # ## ## # # # # # # ## FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INCEPENCENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.` = 20.83 RAINFALL INTENSITY(INCH/HR) = 1.89 AREA - AVERAGED Fm(INCH/HR ` _ .53 AREA- AVERAGED Fp(INCH/HR) = .88 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 { TOTAL STREAM AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.24 #####################mutu########### t#### # # # # # # # # # # # # # # # # # # # # # # # # # # # # #nn FLOW PROCESS FROM NODE 6.00 TO NODE 90.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DCWNSTREAM(FEET) = 1342.00 lc = K #((LENGTH *# 3.00) /(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIM,'M Tc(MIN.) = 17.717 13 YFAR RAINFALL :\.ENS :TYfINCH /}'R; = 2.079 ✓_YGwY��uti , IrJ/ AREA '- Ap SCS is LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' A 3.70 .98 .60 32 17.72 RESIDENTIAL '3 -4 CWELL'.NGS /ACRE' 9 1.30 .75 .60 56 17.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 6.88 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 6.88 �+ ********* 3************ 3 * * * *** * * * *2 * *33 * * * * * * * *X* *2 * ** ***3333 * * * *33* *3 *333 * ** FLOW PROCESS FROM NODE 90.00 TO NODE 95.00 I5 CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( )))))(STREET TABLE SECTION 1 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1342.00 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 457.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH( FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKNAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .81 * *TRAVEL TIME COMPUTED USING EST:MATED FLOW(CFS) = 8.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLON: STREET FLOW DEPTTH(FEET ) = .33 HALFSTREET FLOOD WIDTH(FEET) = 10.87 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.48 PRODUCT OF DEPTH&VELOCITY = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 19.91 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.939 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT GROUP (ACRES) (ACRES) (INC (DECIMAL) S CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' 9 3.10 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 4.16 EFFECTIVE AREA(ACRES) = 8.10 AREA- AVERAGED Fm( :NCH/HR) _ .51 AREA-AVERAGED FP( INCHPr R) _ .85 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE; FS) = 10.41 END CF SUBAREA STREET FLOW HYDRAULICS: -) _ I n WIDTH (FEET) EET) = 1 t DEPTH(FEET) i - .34 HALFSTREET FLOOD Wiu!r{�F.C� � - 11.57 FLOW VELOCITY(FEET /SEC.) = 3.60 DEPTH *VELOCITY = 1.23 MUM * * ** #3321 * * *3 * * * * * * *3 *3 * *# * * * * *2 *3* *3333333 * # #33 UMS * * *3 * * * *3* FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 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. ) = 19.91 RAINFALL INTENSITY(INCH/HR) = 1.94 { AREA - AVERAGED F 1NCH/HR) _ .51 AREA-AVERAGED Fp(INCH/HR) _ .85 AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 8.10 TOTAL STREAM AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.41 ** CONFLUENCE DATA 1* STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE 1 12.24 20.83 1.886 8 ( ..53) .60 10.00 6.00 2 10.41 19.91 1.939 .85( .51) .60 8.10 6.00 : RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fn) Ap Ae SOURCE NUMBER (CFS; (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE ( 2 ) 22.3 20.83 1.886 866( .520) .60 18.1 6.00 2 22.6 19.31 1.939 .866( .519, .60 17.7 6.00 PEA i L,;W RE' vFS J - 22.55 ic(MIN. - 19.90 EFFECTIVE AREA(ACRES) = 17.66 AREA-AVERAGED Fm(iNCH/YR) _ .52 AREA- AVERAGED Fp(INCH /HR) _ .87 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.10 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 95.00 = 1665.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** { FLOW PROCESS FROM NODE 95.00 TO NODE 100.00 I5 CODE = 6.3 ))))) COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION( FEET) = 1332.00 DOWNSTREAM ELEVATICN( FEET) = 1327.60 STREET LENGTH(FEET) = 287.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) : 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER CF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .88 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.22 - - STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 17.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.79 PRODUCT OF DEPTHBVELOCITY = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 21.17 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.868 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A .60 .98 .60 32 RESIDENTIAL '3 -4 DWELLINGS /ACRE' B .50 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA( ACRES) : 1.10 SUBAREA RUNOFF(CFS) = 1.33 EFFECTIVE AREA(ACRES) = 18.76 AREA-AVERAGED F*(:NCH /FR) : .52 AREA- AVERAGED Fp(INCH/HR) : .87 AREA-AVERAGED Ap = .60 T3TAL AREA(ACRES) = 19.20 PEAK FLOW RATE(CFS) = 22.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .45 HALFSTREET FLOOD WIDTH(FEET) = 17.04 FLOG VELOCITY(FEET /SEC.) = 3.78 DEPTH *VELOCITY = 1.71 uu************************** x**** x********* *x * * * * * * * * * * * * * * :* ** ** * * ** ** * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 i5 CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE TC(MIN) = 21.17 . * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.868 SUBAREA LOSS RATE DATA(AMC II): >EV_ P`".EN T TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (OECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 4.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) : .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.20 SUBAREA R' NOFF(CFS) = 4.85 _ EFFECTIVE AREA(ACRES) = 22.96 AREA-AVERAGED Fm(1NCH/HR) _ .53 gify _ AREA- AVERAGED Fp(INCH /HR) _ .89 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 23.40 PEAK FLOW RATE(CFS) : * x***************************************** * * ** * **# * # * * * ** * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.50 TO NODE 50.00 IS CODE = 2.1 )))))RATIONAL MDSO INITIAL SUBAREA ANALYSIS((((( ))USE TIME - OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) : 545.00 ELEVATION DATA: UPSTREAM(FEET) = 1339.50 DOWNSTREAM(FEET) = 1332.50 Tc = K *((LENGTH** 3.00) /(ELEVATION CHANGED* ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) _ 12.238 ^ 10 - YEAR RAINFALL INTENSITY( INCH /HR ( = 2.596 1 CD SUBAREA 7c LOSS RATE DATA(AMC 11 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc C '! ''c= ". K!'i :, . `S ' 7NC/`!R, 3F :��.L CN (KNi _ ) • _ 4 VA[ -. a.IVV /���.lE V 1.0O .75 .61) 56 1.2.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 1.93 • #552 5******* 2* 52*5**** 2*2 25**5**t*t********* 5 5 * *** ** * * *2* ** *****2 *5 * * * * * * **2 FLOW PROCESS FROM NCDE 50.00 TO NODE 105.00 IS CODE = 6.2 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1332.50 DOWNSTREAM ELEVATION(FEET) = 1322.80 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.51 STREE T FLOW MODEL RESULTS USING ESTIMATED FLOW: - • - STREET FLOW DEPTH(FEET) = .31 FALFSTREE T FLOOD WIDTH FEET) = 10.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.42 PRODUCT OF DDEPTH &VELOCITY = .76 STREET FLOW TRAVEL TIME(MIN.) = 5.72 Tc(MIN.) = 17.96 * 10 YEAR RAINFALL INTENSITY(INCH /PR) = 2.062 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3 -4 Di,ELLINGGS /ACRE' A 5.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA( ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 7.05 EFFECTIVE AREA(ACRES) = 6.30 AREA-AVERAGED Fi(IN CH/HR) _ .56 AREA- AVERAGED Fp`INCH/HR) _ .94 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = 8.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 12.12 FLOW VEL3CITY(FEET /kC.) = 2.70 DEPTH*VELOCITY = .95 4: :zuluz * *52z *5555xzz5xznu tz * ## 552 * * *55 ** **52 *5x25* *525555555555x25 FLOW PROCESS FROM NODE 105.00 TO NODE 105.O0 IS CODE = 8.1 )))))ADDITION CF SUBAREA TC MAINLINE PEAK FLOW((((( MAINLINE Ic(MIN) = 17.96 w * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.062 SUBAREA LOSS RATE DATA(AMC II): ;EVE LA US SCS RR OUP (ACRES) (INCH/HR) (DEC CN RESIDENTIAL '3 -4 DWELL INGS /ACRE' A 1.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA( ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.73 EFFECTIVE AREA( ACRES) = 7.60 AREA-AVERAGED Fp(INCH/HR) _ .57 AREA- AVERAGED Fp(INCH/HR) _ .95 AREA-AVERAGED Ap = . TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) _ 10.22 END OF STUDY SUMMARY: c TOTAL AREA(ACRES) = 7.60 TC(MIN.) = 17.96 EVE AREA(ACRES) = 7.60 AREA-AVERAGED Fp(INCH/HR)_ .57 AREA- AVERAGED Fp(INCH/HR) _ .95 AREA-AVERAGED Ap = .60 r:A, FLOW RATE; CFS) = 10.22 END OF RATIONAL METHOD ANALYSIS U444s4:{ 44444.4.. 4443 4.3:4 :{44:4s4444**4: 4.. ;4 444 ;:4:::4:4:4:44,::4444 :4 :s :4 :s RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 3.1B Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 * * * * * * * * *****# * * * * # * * * * * ** DESCRIPTION OF STUDY * * * * * * * *** * * * * * *#**u ** * ** * TR 15709 * * 0100 C8 HYDROLOGY * * JN 126 -1050 *******u**************#****#********* ** * * * *uu * # * * * * * #u * *# * * *uu* * * * ** FILE NAME: C815709.100 TIME /DATE OF STUDY: 15:44 5/22/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIMM-OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) : 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) : 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET-SECTIONS FOR COALED PIPEFLOW AND STREETFLOW M00EL* HALF - CROWN TO STREET-CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) I 27.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow -Depth : .50 FEET as (Maxiaum Allowable Street Flow Depth) - (Top- of -Ccrb) 2. (Depth) *(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY SREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* #**##********# u** *** u#*#* u*#****## u#*#* ** # * * * * * # # * # * * # * * * * * *** ###* * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE : 2.1 . )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -CF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 865.00 ELEVATION DATA: UPSTREAM(FEET) = 1366.40 DOWNSTREAM(FEET) = 1352.80 Tc = K *((LENGTH** 3.00) /(ELEVATION CHANGED* ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 14.138 * 100 YEAR RAINFALL INTENSITY(INCH /HR : 3.571 SUBAREA Tc A N D LOSS RATE DATA(AMC I I ' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3 -4 DES 1NGS /ACRE' A 5.10 .98 .60 32 14.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) : 13.70 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) _ 13.70 FLOW PRCCESS FROM NODE 10.00 TO NODE 20.00 I5 CODE : 6.2 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( ( )))))(STREET TABLE SECTION 4 1 USED)((((( �b UPSTREAM ELEVATION(FEET) = 1352.80 DOWNSTREAM ELEVATION(FEE� ' T) = 1348.50 STREET LENGTH(FEET) = 320.00 CURB HEISHT(INCHES) : 6.0 STREET HALFWIDTH(FEET) = 27.00 I ■ ' C NI v, tr ■ v Ni., r LL an IiCO C \ r u i , = vV INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED ;SING ESTIMATED FLOW(CFS) = 15.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: C STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.85 AVERAGE FLOW VELOCITY(FEEi /SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY = 1.33 STREET FLOW TRAVEL TI"E(MIN.) = 1.64 Tc(MIN.) = 15.78 t 100 YEAR RAINFALL INTENSITY(INCH/FR) = 3.343 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.10 .98 .60 32 ' SU8AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.73 EFFECTIVE AREA(ACRES) = 6.20 AREA- AVERAGED Fm(INCH/HR) = .59 AREA - AVERAGED Fp(INCH/HR) = .98 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 15.39 - - END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 15.01 FLOW VELOCITY(FEET /SEC.) = 3.26 DEPTH*VELOCITY = 1.34 tt ttttt uuutttttttt ttt uu t #ttu3t #ttt44uuuu#umuuuuutuuul FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE FALL INTENSITY(INCH/HR) = 3.343 SUBAREA LOSS T RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3 -4 DWELLINGS /ACRE' A 1.40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.49 EFFECTIVE AREA(ACRES) = 7.60 AREA Fm(INCH/HR) _ .59 AREA- AVERAGED Fp(INCH/HR) _ .98 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) _ 08.872)------ 740 448# uuttttttttttttttttt ttttu uuuuuu utttttttttttttttttttuuummuu FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ' )))) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ((( l TOTAL NlMEER OF STREAMS = 2 . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.'' 15.78 RAINFALL INTENSTTY(INCH/HR) = 3.34 AREA-AVERAGED Fm(INCH/HR) _ .59 AREA-AVERAGED Fp(INCH/HR) _ .98 AREA - AVERAGED Am = .60 1 EFFECTIVE STREAM AREA(ACRES) = 7.60 TOTAL STREAM AREA( ACRES) = 7.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.87 utuuuuu :: ::u:u * * *t * ::u# ## ## t:uuuxuust FLOW PROCESS FROM NODE 2.00 TO NODE 15.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 950.00 CM: ELEVATION DATA: UPSTREAM(FEET) = 1362.90 DOWNSTREAM(FEET) = 1353.70 Tc = Kt ((LENGTH** 3.00) /(ELEVATION CHANGE )) tt .20 SU8AREA ANALYSIS USED MINIMUM Tc(MIN. = 16.172 t 100 YEAR RAINFALL INTENSITY(INCH /HR = 3.294 SUBAREA Tc AND LOSS RATE DATA(AMC I I * DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap 5C5 M T c LANO USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) l a RES :DENTIAL '3 -4 26E L UNGS /ACRE' A 2.30 .98 .60 32 16.17 ci na2FA ou=aa ocgliTf :S !NS SS PATF . Fo(TNCH/HR : _ .9S - - OvG. P(�ti Rai \Ui i vi J - TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 5.61 ********************************************* ** * * * * * * * * *** * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6.3 )))) )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( ( )))))(STREET TABLE SECTION # 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1353.70 DOWNSTREAM ELEVATION( FEET) = 1348.50 STREET LENGTH(FEET) = 605.00 CURB HEIGHT(INCHES) = 6.0 STREET HFLF'4IDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK( FEET) = 20.00 { INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CRCSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY ALLOWABLE LEOSTR ET 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREE - ET FLOOD WIDTH(FEET) = 12.90 - AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY = .89 ` STREET FLOW TRAVEL T :MI(MIN.) = 4.21 Tc(MIN.) = 20.38 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.867 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE RES :�Vi :A;. GROUP (ACRES) (INCH/HR) (DECIMAL) GV 3-4 DWELLINGS /ACRE' A 2.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 5.75 EFFECTIVE AREA(ACRES) = 5.10 AREA- AVERAGED Fa(INCH/HR) = .59 AREA-AVERAGED F INOWHR) _ .98 AREA - AVERAGED Ap = 60 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) _ (:::10.4822> 70 ENO OF SUBAREA STREET FLO'+i HYDRAULICS: DEPTH(FEET) = .39 HALFS T REET FLOOD WIDTH(FEET) = 14.07 FLOW VELXITY(FEET /SEC.) = 2.51 DEPTH *VELOCITY = .99 * *;** * ;* * *z*# U*******UM***************** * * * ** * * * * ** ** * * * * ** * * ** * * * **2 ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 )))) )0ES1 GATE INDEPENDENT STREAM FOR CONFLUENCE UM ( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES(((( ( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME CF CONCENTRATICN(MIN. = 20.38 RAINFALL INTENSITY(INCH /HR) = 2.87 AREA-AVERAGED Fm(INCH/HR) = .59 . AREA-AVERAGED Fpp(:NCH/HR) = .98 AREA - AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 5.10 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.48 ** CONFLUENCE DATA ** STREAM C Tc Intensity Fp(Fa) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCHWHR) (INCH/HR) (ACRES) NODE 1 18.87 15.78 3.343 .98, .59) .60 7.60 1.00 2 10.48 20.38 2.867 .98 .59) .60 5.10 2.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) ('.NCH /HR) (ACRES) NODE 1 28.7 15.78 3.343 975 .585) .60 11.5 1.00 2 26.1 20.38 2.867 .975( .585 .60 12.7 2.00 CCMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLN RATE(CFS) = 28.67 Tc(MIN.) = 15.775 +E AREA(ACRES) = 1:.55 AREA-AVERAGED Fa(INCH/HR) _ .59 AREA - AVERAGED Fp( :NCH/HR) _ .98 AREA- AVERAGED Ap = .60 ( 2 ) T3TAL AFEA(ACRES; = 12.70 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 20.00 = 1555.00 FEET. 1 A - L.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( :S:AL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1350.00 DOWNSTREAM(FEET) = 1339.50 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 13.993 * 100 YEAR RAINFALL INTENSITY' INCH/HR = 3.593 SUBAREA Tc AND LOSS RATE DATA(AMC II : DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' A 4.10 .98 .60 32 13.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 11.10 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 11.10 { ********************************************* * **** * * * * * * *** * * **** * * * *** * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 35.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( - )) »)(STREET TABLE SECTION 1 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1339.50 DOWNSTREAM ELEVATION(FEET) = ' 1338.00 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INC)ES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMAIED FLOW(CFS) = 11.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .40 HA'LFSTREET FLOOD WIDTH(FEET) = 14.38 AVERAGE FLOW VELCCITY(FEET /SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITY = 1.08 nu l rLCW TRAVEL TIME;M:N.) = .96 Tc(MIN.) = 14.95 ; 100 YEAR RAINFALL INTENSIIY(INCH /HR) = 3.453 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/)'R) ( DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A .50 .98 .60 32 S;,'BAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(CRES) _ .50 SUBAREA RUNOFF(CFS) = 1.29 _ ErrcL,,VE AREA(ACRES) = 4.60 AREA-AVERAGED Fm(INCH/HR) _ .59 _,� �i4 . TOTAL (ACRES)INCH/H4.60 98 PEAK FLOW RATE(CFS) ='60� END OF SUBAREA S FLOW HYDRAULICS: CEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 14.38 FLOW VELOCITY(FEET /SEC.) = 2.73 DEPTH *VELOCITY = 1.09 ******U************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 )))) )DESIGNATE INDEPENDENT STREAM FOR CO FLUENCE(((( ( TOTAL NUMBER CF STREAMS = 2 CONFLUENCE VALUES USED FCR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.95 RAINFALL IN T ENSITY(INCH /HR) = 3.45 AREA- AVERAGED Fa` INCH/HR = .59 AREA- AVERAGED Fp(INCH/HR) = .98 AREA - AVERAGED Ap = .60 EFrEOTIVE STREAM AREA(ACRES) = 4.60 TOTAL STREAM AREA(ACRES) = 4.60 PEAK FLOW RATE(C S) AT CONFLUENCE = 11.87 ****************M2************************ * * * * * * * * * * * * * * * ***u * * * * * * * ***** FLOW PRCCESS FROM NODE 3.00 TO NODE 15.00 IS CODE = 2.1 ))))i:7T:0NAL MET CD INITIAL SUBAREA ANALYSIS((((( )Y,.S_ I_M: -OF C,. NTRATIGN NOMOGRAPH FOR INT7IA:. SUBAREA(( JvONACH r rt .. / - ELEVATION DATA: LPSTREAM(FEET) = 1366.00 DOWNSTREAM(FEET) = 1353.70 Tc = KX,(LENGTHtt 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.737 t 1O0 YEAR RAINFALL INTENSITY`INCH/HR = 3.348 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL 3 -4 CkELL:NGS /ACRE' A 2.80 .98 .60 32 15.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 6.96 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 6.96 FLOW PROCESS FROM NODE 15.00 TO NODE 30.00 IS CODE = 6.3 )) )> )COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( » > >)( STREET TABLE SECTION # 1 USED)((((( -- -__ UPSTREAM ELEVATION(FEET) = 1353.70 DOWNSTREM ELEVATION(FEET) = 1342.30 STREET LENGTH(FEET) = 710.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 - - DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CRCSSFALL(DECIMAL) _ .020 1 OUTSIDE STREET CROSSFALL( DECIMAL) _ .020 SPECIFIED DUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECI` AL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .87 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FL000 WIDTH(FEET) = 12.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.26 PRODUCT OF DEPTH &VELOCITY = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 19.36 * 100 YEAR RAINFALL INTENSI T Y(INCH/HR) = 2.957 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE / SOS SOIL AREA Fp Ap SCS LAND U5E GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1 RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 2.30 .98 .6C 32 -4 CWELLINGS /ACRE' 3 2.00 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .87 SUBAREA h4ERA E PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 9.42 EFFECTIVE AREA(ACRES) = 7.:0 AREA-AVERAGED Fp(INCH/HR) _ .55 AREA - AVERAGED Fp(INCH/HR) _ .91 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 15.40 1 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 14.46 FLOW VELOCITY(FEET /SEC.) = 3.50 DEPTH *VELOCITY = 1.40 FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 6.3 )))) >COPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(S+mcc, TABLE SECTION # 1 USED)((((( LPSTREAM ELEVATION(FEET) = 1342.30 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 468.00 CURB HEIGHT(INCHES) = 6.0 STREET }ALF'NIDTH(FEET) = 27.00 D ISTANCE FROM CROWN TO CR3SSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CRCSSFALL(DEC:MAL) _ .020 OUTSIDE STREET CRCSSFALL(DECIMAL) _ .020 SPECIE:EC NUMBER CF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CRDSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH( FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPT-(FEET) - .45 HALFSTREET FLOOD AID H(FEG,) = 17.12 AVERAGE FLOW V`LOCITY(FEET /SEC.) = 2.94 PRODUCT OF DEPTH&VELOC.TY = 1.33 w=- -,!;,; TRAVF TT"F(MTN.' - 2.66 Tc(MIN.; = 22.02 sLdAr( LvSJ AA.z. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 2.20 .98 .60 32 RESIDENTIAL 3 -4 DWELLINGS /ACRE' B .30 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .95 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.88 EFFECTIVE AREA(ACRES) = 9.60 AREA-AVERAGED Fm(INCH/HR) _ .55 AREA - AVERAGED Fp(INCH/HR) _ .92 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 17.51 FLOW VE_OCITY(FEET /SEC.) = 2.98 DEPTH *VELOCITY = 1.37 # 131* 112*** n***s ** ***mun tttttxx$t .tss muttts :*sass uumu FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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 CODENTRATION(MIN.) = 22.02 RAINFALL INTENSITY(iNCH/HR) = 2.74 AREA - AVERAGED FA INCH/HR) _ .55 AREA - AVERAGED Fp(INCH/HR; = .92 • AREA - AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 9.60 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.:: ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae SOIL NI. MBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.87 14.95 3.453 .98 .59) .60 4.60 2.10 2 18.66 22.02 2.737 .92( .55) .60 9.60 3.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE rCRML'LA USED FOR 2 STREAMS. ** PEAK FLOW RATE ;ABLE 1* STREAM C Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE 1 28.9 14.95 3.453 .943 .566) .60 11.1 2.10 2 27.6 22.02 2.737 .938( .563) .60 14.2 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.89 Tc(MIN.) = 14.950 EFFECTIVE AREA(ACRES) = 11.12 AREA- AVERAGED Fm(INCH /HR) _ .57 AREA-AVERAGED Fp(INCH/HR) _ .94 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 14.20 LONGEST FL0 ATH FROM NODE 3.00 TO NODE 35.00 = 2178.00 FEET. ****1111 **11 1332**1*ZUMM **1111332111 #** # * * * *# 1131 #** FLOW PROCESS FROM NODE 3.10 TO NODE 40.00 :S CODE = 2.1 )))) )RATIONAL METHOD INITIAL SUBAREA ANALYSIS(((( ( ))USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW- LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREA.1( FEET) = 1341.50 D0(w'1STREAM(FEET) = 1334.20 Tc = K3 ((LENGTH** 3.00) /(ELEVATION CHANGE ), *2 .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 12.335 * 100 YEAR RAINFALL INTENSITY INCH/LR ) = 3.875 SUBAREA Tc A"w LOSS RAi TE OATAAM II /• DEVELOPMENT TYPE / SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' A 4.30 .98 .60 32 12.34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 12.73 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 12.73 utt * * * * *3# *2223 ** *113232 *233 #13313 **2 *3331322 *1 * * * *3 #33233 # * FLOP; PROCE55 FROM NOCE 40.00 TO NOCE 45.00 IS CODE = 6.3 (00) >))) >COMPUTE STREET FLOW TRAVEL TIME TAU SUBAREA((((( vr J\C ` . :LCYNuQi i CC. / - ♦J 4 .Gv U I JRi.hii CLCYNi aJi�Y�CC / - 1 .7� _. STREET LE`GTH(FE:T, = 272.00 CURB HEIGHT(INCHES) = 6.0 STREET HALRWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE" STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .79 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) .37 HALFSTREET FLOOD WIDTH(FEET) = 13.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.94 PRODUCT OF DEPTH&VELOCITY = 1.47 STREET TRAVEL Tc(MIN.) = 13.49 (INCH/HR) = 3.673 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap 505 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCt'JHR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.06 EFFECTIVE AREA(ACRES) = 5.40 AREA- AVERAGED Fal(INCH/HR) _ .59 AREA-AVERAGED Fp(INCH/HR) _ .98 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 15.01 END OF St,RAREA STREET FLOW HYDRAULICS: DE ?: '(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 13.29 FLO» VELOCITY(FEET /SEC.) = 4.0: DEPTH *VELOCITY = 1.51 u *t :s *ttxssttuIt :tx mxtxx :tx muxs :mu:ustttx :s$stut um FLOW PROCESS FROM NODE 45.00 T9 NODE 45.00 IS CODE = 8.1 ))) »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 13.49 w w t 111 YEAR RAINFALL :NTENSITY(INCFJHR) = 3.673 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 3.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RJNOFF(CFS) = 9.17 tr r u. i 1VE AREA(ACRES) = 8.70 AREA- AVERAGED Fm(I`CH/HR) _ .59 AREA - AVERAGED Fp _ .98 AREA - AVERAGED Ap = .60 TOTAL AREA( ACRES ) = 8.70 PEAK FLOW RATE(CFS) = 24.18 unnutuu m uu mmumu . FLOW PROCESS FROM NODE 45.00 TO NODE 55.00 IS CODE = 6.3 »> »CCN.PUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION 1 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1327.90 DOWNSTREAM ELEVATION(FEET) = 1323.40 STREET LENGTH(FEET) = 175.00 CURB HEIGHT (NICHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .023 5:,,.7.:D NUMBER OF HALFSTREETS CARRYING R' OFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = .77 r. WRAV TIME COMPUTED USING ESTIMATED FLCW(CFS) = 25.12 J .r(::,rLCW MODEL RESULTS USING ESTIMATED FL0 »: AE :. r^OW OEPTH(FEE. )_ .43 HALFSTREET FLOOD NIDTH(FEEi) - 16.02 AVERAGE FLOW VELOCITY� T /SEC.) - - 4.79 PRODUCT OF DEP 113JE'LO^L.TY - 2.03 STREET FLOW TRAVEL TIMEt`":1r.) = .62 Tc(MIN.) = :4.11 I t 1)C YEAR RAINFALL INTENSITY(IN; H/HR) = 3.575 S'JCA EA LOSS RATE DATA(AMC II): OIV-- Vc'':\ TYPE/ SCS SOIL AREA Fp Ap SOS GROUP ;ACRES; (I C H ) In C1 ) n LAND USE :RvUP 1 .N,,r! /:R, �UE,.,Y�AL, ,,`I _ 3AREA AVERA■c P V :OUS ra( :NCH /hi1, _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 60 SUBAREA AREA(ACRES) _ .70 SUBAREA RUNOFF(CFS) = 1.88 EFFECTIVE AREA(ACRES) = 9.40 AREA- AVERAGED Fm(1NCH/HR) = .59 AREA- AVERAGED Fp' 1NCH/HR) = .98 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) _ ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .43 HALES T BEET FLOOD WIDTH(FEET) = 16.02 FLOW VELOCITY(FEET /SEC.) = 4.73 DEPTH *VELOCITY = 2.04 **U t******************************* uu*** t * * * * * *u * * * * * *t * * * * * *t * * * * * * * * ** FLOW PROCESS FROM NODE 3.20 TO NODE 55.00 IS CODE = 8.2 )))) )ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,((((( )))))(AND COMPUTE INITIAL SUBAREA RUNOFF)((((( INITIAL SUBAREA FLOW-LENGTH(FEET) = 705.00 ELEVATION DATA: UPSTREAM(FEET) = 1331.70 D044''tSTREAM(FEET) = 1323.40 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 13.804 * 100 YEAR RAINFALL INTENSITY INCH/HR = 3.622 SUBAREA Tc N LOSS RATE DATA(AMC II,: Ap DEVELOPMENT TYPE/ SCS (ACRES) (INCH/HR) (DECIMAL) SOS (MIN.) RESIDENTIAL '3 -4 DWELLINGS /ACRE' A 3.80 .98 .60 32 13.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.80 INITIAL SUBAREA RUNOFF(CFS) = 10.39 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAIN 1NE Tc(MIN) = 14.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.575 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 10.23 EFFECTIVE EFFECTIVE AREA(ACRES) = 13.20 AREA- AVERAGED Fa(i .59 AREA- AVERAGED Fp _ .98 AREA- AVERAGED Ap _ .60 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE; CFS) = 35.52 • ** **u* * *t * * ** toum*********** u* uu*** * * * *** * * * * * * ** * * * * *uu** * * * * * * ** FLN PROCESS FROM NODE 55.00 TO NCCE 55.00 IS CODE = 1 ;))))3ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER CF STREAMS = 2 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 14.11 RAINFALL INTENSITY(1NCH/HR) = 3.58 AREA - AVERAGED Fai(INCH /HR) _ .59 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 13.20 TOTAL STREAM AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.52 itt* t****** u***;********* u**************** *ut* * * * * * * * * * * * * * * * * * ** * * * * ** ** FLOW PROCESS FROM NODE 4.00 TO NODE 50.00 IS CODE = 2.1 )))) )RATIONAL METHOD INITIAL SUBAREA ANALYSIS(((( ( MSC TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ( ( INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 ELEVAT :ON DATA: UPSTREAM(FEET) = 1340.00 DOWNSTREAM(FEET) = 1332.30 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE); ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.' = 12.007 * 100 YEAR RAINFALL INTENSITY` :NCH/Hlt� = 3.938 SUBAREA Tc AND LOSS RATE DATA(AMC II DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' B .90 .75 .60 56 12.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTICN, Ap = .60 SUBAREA RUNOFF(CFS) = 2.83 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 2.83 *** t** u Xt********** tu******************* * * * * * ** * * * * * * * * * * * * * * * * *** * ** * ** F_ G PRCCESS FROM NODE 50.00 TO NCCE 55.00 IS CODE = 6.3 Ei!) )) >) COMPUTE STREET FLOW TRAVEL TIME T RU SUBAREA((((( S .,,.-_ EC ., ;)),, __, TEL SECTION . USED)((((( - ♦ .;4.J U .VQJ ; \:;ii. :�: uJl\�i ::;, - a C . LENGTH(FEET) = 735.30 CURB HEIGHT(INCHES) = 6.0 STREET HALFw1DTH(FEET) = 27.00 DISTANCE FROM CROON TO CROSSFALL SRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .94 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 13.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.95 PRODUCT OF DEPTHSVELOCITY = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 4.16 Tc(MIN.) = 16.16 * 100 YEAR RAINFALL INTENSITY(INCH /Fad) = 3.295 SUBAREA LOSS RATE DA T A(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap 505 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 2.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 6.10 EFFECTIVE AREA(ACRES) = 3.40 AREA-AVERAGED Fm(INCH/HR) _ .55 AREA-AVERAGED Fp(INCH/HR) _ .91 AREA - AVERAGED Ap = .60 -' TOTAL AREA(ACRE = 3.40 PEAK FLOW RATE(CFS) = 8.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.79 FLOW VELOCITY(FEET /SEC.) = 3.23 DEPTH #VELOCITY = 1.38 * * *** #* **Un** **** * *** #* M ***#i*### #***#3#*######* M * ##3##*#i# ###UM FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 I5 CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND C CPAUTE VARIOUS CONFLUENCED STREAM VALUES(((( ( TOTAL NUMBER CF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF C,ON'CENTRATION(MIN.) - 16.16 RAINFALL INTENSITY(INCH /HR) = 3.30 AREA-AVERAGED F. NCH /HR{ _ .55 AREA- AVERAGED Fp N INCHTHR i - .91 AREA - AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.40 *t CONFLUENCE DATA #* - STREAM G ;c Intensity Fp(Fa) Ap Ae SOURCE N'U'MBER (CFS) (MIN.) (INCH/HR) (INCH / HR) (ACRES) NODE 1 35.52 14.11 3.575 .985 .59) .60 13.20 3.10 2 8.40 16.16 3.295 .91( .55) .60 3.40 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *# PEAK FLOW RATE TABLE ** STREAM 0 Tc intersit Fp(Fs) Ap Ae SOURCE ( NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NOOE 1 43.6 14.11 3.575 .964( .578) .60 16.2 3.10 2 40.6 16.16 3.295 .963( .578) .60 16.6 4.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEA{ FLOW RATE(CFS) = 43.61 Tc(MIN.) = 14.107 EFFECTIVE AREA(ACRES) = 16.17 AREA - AVERAGED FI(INCH /HR) = .58 AREA- AVERAGED Fp(INCH/HR) _ .96 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 16.60 LONGEST FLOWPATH FROM NODE 4.00 TO NOCE 55.00 = 1280.00 FEET. 44#M***##***# t### x######**M******#*#** # # *# * * * * ***Ut* * **** * * *** ##UU * ** FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME TPRU SUBAREA((((( )))))(Sa,\cci kABLE SECTION 4 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1323.40 DOWNSTREAM ELEVATION(FEET) = 1321.80 1 E ) STREET LENGTH(FEET) = 326.00 CURB HEIGHT(INCHES) = 6.0 STREE LF WIDT', FEET, = 27.30 - .vLv OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSiREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 C c FLOW DEPTH(FEET) MAXIMUM ALLOWABLE STREET rL�d �LrTH(FE� _ :.CO * *TRAVEL TIME COMPUTED USING ESTIMATED FLOU(OFS) = 44.09 C * **STREET FLOWING FULL*** STREETFLOW MODS RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - .66 HALFSTREET FLOOD WIDTH(FEET) = 34.96 AVERAGE FLOW VELOCITY r'EC /SEC., = 2.50 PRODUCT OF DE ?TH &VELOCITY = 1.65 STREET FLOW TRAVEL TIME(MIV.) = 2.:7 Tc(M:`.) _ 16.28 * 130 YEAR RAINFALL INTENSITY(INCH/HR) = 3.281 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS /ACRE' A .40 .98 .60 32 SUBAREA AVERAGE PERVIOUS L05S RATE, Fp( INCH/HR) : .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 91 EFFECTIVE AREA(ACRES) = 16.57 AREA - AVERAGED FFm(INCH/HR) : .58 AREA- AVERAGED Fp(INCH/HR) _ .96 AREA-AVERAGED Ap = .60 - - TOTAL AREA(ACRES) = 17.00 PEAK FLOW RATE(CFS) = 43.61 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END CF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .65 HALFSTREET FL00D WIDTH(FEET) = 34.56 FLOW VELOCITY(FEET /SEC.) = 2.75 DEPTH *VELOC: TY = 1.79 ************************* u*************** * * ***uuu * *** * * * * * * * * *** ** **** ** FLOW PROCESS FROM NODE 5.00 TO NODE 65.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF-CONCENTRATION NOM0GRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW-LENGTH(FEET) = 860.00 ELEVATION DATA: UPSTREAM(FEET) _ :334.40 DOWNSTREAM(FEET) _ 1322.20 = K* ((LENGTH:* 3.00)/( ELEVATION CHANGE )i ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(M:N.' - :4.399 * 13O YEAR RAINFALL 1NTENSI - 3.532 SUBAREA Tc AND LOSS RATE DATA(AMC II): DErELC?MENT TYPE/ SOS SOIL AREA Fp Ap SOS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '3-4 DWELLINGS /ACRE' A 2.20 .98 .60 32 14.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 5.83 TOTAL AREA(ACRES; = 2.20 PEAK FLOW RATE(CFS) = 5.83 ********:M it************* u***** u********* * * **** **** * * * * * ** **** * * * * ** * * ** . FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE : 6.3 )))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( );)))(STREET TABLE SECTION It 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1322.20 DOWNSTREAM ELEVATION( FEET) = 1318.90 LENGTH(FEET = 360.00 CURB HEIGHT(INCHES) = 6.0 , STSTREET HALrdID,H,rE: ) „ :21.00 ,:S TANCE FROM CROWN TO =SHILL GRADEBREAK(FEET) = 20.00 :'.SIDE STREET CROSSFALL(DECIMAL) _ .C2C CLTS:DE STREET CROSSFALL(OECIMAL) _ .020 SPECIFIED NUMBER OF HALJSTREETS CARRYING RUNOFF - 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.30 **TRAVEL TIME COMPUTED „SING ESTIMATED FLCW(CFS) = 7.25 C STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: )TnEE: PLOW OErTH(FEET ) - .35 HALFSTREET FLOOD WIDTH(FEET) = 11.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITY = .83 STREET FLOW TRAVEL TIME(MiN.) : 2.54 Tc()!:N.) = 16.94 * 1c3 YEAR RAINFALL :NTENSITY(:NCHIR) = 3.203 02 SuSAREA LOSS RATE DATA( AMC II): 2VELOPMENT TYPE/ SCS SOIL AREA F. Ac SCS GROUP (ACRES) (INCH/HR) / r• ) CN LAND VS. anv„F ,ACRES / � aNLHIHR, , DE.a':14L / L'\ Jv3 \G1 M'rCTrliiC rCrti.vv0 wJJ M1,i. C, i ? - 1. mil, .70 SUBAREA AVERAGE PERVIOUS AREA FRACTICN, Ap = .60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(FS) = 2.83 EFFECTIVE AREA(ACRES) = 3.40 AREA - AVERAGED Fm(INCH/HR) _ .59 AREA - AVERAGED FO`1NCi/HR) _ .98 AREA - AVERAGED Ap = .60 { TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 8.01 ENO OF STREET FLOW ,'r tYu ur SUBAREA S:RLti twz HYDRAULICS: DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 12.43 FLOW VEL3CITY(FEET /SEC.) = 2.43 DEPTH *VELOCITY = .87 • ******************************************** * * * * * * * ** ****** * * * * ** * * * * # * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8.1 ) ))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.203 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS LAND USE RESIDENTIAL GROUP (ACRES) (INCH/HR) (DECIMAL) CN '3 -4 DWELLINGS /ACRE' A 3.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(1NCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 7.30 t -r t,. i IVE AREA(ACRES) = 6.50 AREA-AVERAGED Fm(INCH/HR) _ .59 AREA-AVERAGED Fp(INCH/HR) _ .97 AREA-AVERAGED Ap = 60 ( TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) _ ******* * * * * * * * * * *** * * * * * * * ** *** * *x * *** UMA ** ** * * * * * *** * ****** ***x* ** *** ** FLOW PROCESS FROM NODE 6.00 TO NODE 75.00 IS CODE = 2.1 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ))USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( --------- ----------- ---------- ------ -------- ------- ------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.80 DOWNSTREAM(FEET) = 1339.90 lc = K *;( LENGTH ** 3.0C) /(ELEVATION CHANGE )} ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.013 * 100 YEAR RAINFALL INTENSITY 1NCH /HR) = 3.444 SUBAREA Tc AND LOSS RATE DATA( AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp r Ap ) SCS Tc ( LAND USE GROUP ( ACRES ) ( INCH/HR) „ ECIMAL CN (MIN.) RESIDENTIAL '3-4 DWELLINGS/ACRE' 3 3.10 .75 .60 56 15.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(:XCH/ ) _ .75 S.EAREA AVERAGE DERV :CUS AREA FRACTION, Ap = .60 S,;Br»SEA RUN3FF(CFS) = 8.36 TOTAL AREA(ACRES) = 3.10 PEAK F CW RATE(CFS) = 8.36 i***** i****** i*************#**## *** ** * ** ***UMUM * # #**** * ******** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 6.3 . )))) )COMPUTE STREET FLOW TRAVEL TIME ThRU SUBAREA((((( )))))(STREET TABLE SECTION 1 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1339.90 DOWNSTREAM ELEVATION(r'EET) = 1335.80 STREET LENGTH(FEET) = 273.00 CURB HEIGHT(INCHES) = 6.0 ( STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRACE5REAK(FEET) = 20.00 INSIDE STREET CROSSFALL( DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) - .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 1 MAXIM M ALLOWABLE STREET FLOW DEPTH( FEET) _ .89 * *TRAVEL TIME COMPUTED USING ESTIMATES FLCW(CFS) = 9.70 S,n__:rLCw MODEL RESULTS US :NG EST :MATEO FLOW: S TEE, r", OEPTH(FEE T) = .36 HALFSTREET FLOOC WIDTH(FEET) - 12.2C C A'oERAGE FLOW VELOCITY(FEET /SEC.) = 3.04 PR37''CT FLOW ^ - Rry CF &EPTN &VELOCITY = 1.08 STREET TRAVEL - 'M ^/M'` ., = , ' - + .w 50 Tc(MIN.) - 16.5: VE i,��i,r �,. : . - 10C YEAR RAINFALL INTENSITY(:NCH /HR) = 3.254 SUBAREA LOSS RATE DATA(A.MC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SOS rn ( CRE 1 ) r n C ) r LAND USE GROUP C ADRES, ,INCH/HR, ; „E NL, ON RESIDENTIAL '3 -4 O:E _ :NaS%ACRE' A .7C .98 .60 32 M1 occA`cA AknNaL KA,c, F kINLHai; = .81 SUBAREA AaERkE PERVIOUS AREA FRAC TION, EA .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.69 EFFECTIVE AREA(ACRES) = 4.20 AREA- AVERAGED Fx(INCH /FR) _ .47 AREA- AVERAGED Fp(INCH /HR) _ .79 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) - 4.20 PEAK FLOW RATE(CFS) _ 10.52 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTh(FEE i) _ .36 HALFSTREET FLOOD WIDTH(FEET) _ 12.59 FLOW VELOC.TY(FEET /SEC.) = 3.11 DEPTH*VELOCITY = 1.13 ***:: x** x* xux***** xx****** * **x****xxxu* ** ***uu** * * **WW -U u*x*x*u FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 16.51 * 100 YEAR RAINFALL INTENS1TY(INCH/HR) = 3.254 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND 1.5E GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 1.80 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 - • - SUBAREA AREA(ACRES) = 1.80 SUBAREA RUN0FF(CFS) = 4.32 EFFECTIVE AREA(ACRES) = 6.00 AREA-AVERAGED Fa(INCH/h'R) _ .51 AREA-AVERAGED Fp(INCH/HR) _ .84 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 14.84 *x x* x xxx*ux*ux*****z** * ***xxxx** **** xxx **xxxx*xxx*xxxu* ***uuxx*uuu** LOW PROCESS FROM NCCE 80.00 TO NODE 85.00 IS CODE = 5.3 } ))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(((( ( )))))(STREET TABLE SECTION 4 1 USED)((((( UPSn AM ELEVATION(FEET) = 1335.80 D04af5TREA'M ELEVATION(FEET) = 1334.50 J, rt L" LEND ` (FEET) _ 2 282.00 ;IRE HEIGHT(INCHES) = 6.0 STREET NALFWTOTH(FEET) = 27.00 D :SANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET OROSSFALL ;DECIMAL) _ .020 CUTSiCE SThEET CROSSFALL(DECIMAL) _ .020 SP_CIF:EC NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 MAX:MUM ALLOWABLE STREET FLOW DEPTH(FEET) = 1.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOG(CFS) = 16.05 STREETFLOW MOCEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTH(FEET) _ .49 HALFSTREET RE: F LO00 WIDTH(FEET) = 18.76 AVERAGE FLOi. VELOCITY(FEET /SEC.) = 2.21 PRODUCT OF DEPTH&VELOCITY = 1.08 STREET FLOW TRAVEL TIXE(M :N.) = 2.12 Tc(MIN.) = 18.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.026 . SUBAREA LOSS RATE DATA(AMC II): ;EVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/MR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' A 1.10 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA R''JNOFF(CFS) = 2.42 EFFECTIVE AREA(ACRES) = 7.10 AREA-AVERAGED Fm(INCH /HR) = .52 AREA- AVERAGED Fp(INCH/HR) _ .86 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) _ 16.03 ENJ OF S 3AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.76 FL3W VELIC :TY(FEET /SEC.) = 2.21 DEPTH*VELOCITY = 1.08 ***xxxxx** ****ux*x* *** * ****x *x* *xxx*** xxx UU**x***x ** **xxxx**xxxx * *** *** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8.1 }})))ADD IT ION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(wlti) - 18.63 * :DO YEAR RAINFALL :NTENS:TY( :NCi'JHR) = 3.026 S.xAR_A LOSS RATE DATA(AMC :I): ;EV_LCPhE',T T''PE/ SCS SOIL AREA Fp AG SCS 02) LAND USE GROUP (ACRES) (INCH/HR; (DECI MAL; CN - .. =;: °RE A 1.30 .98 . O 32 ,) 6 .vv .IJ .Ov �0 SUBAREA AVERAGE PERVIOUS LOSS RATE, F?(INCH/HR) : .90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNCFF(CFS) = 4.25 EFFECTIVE AREA(ACRES) = 9.00 AREA - AVERAGED Fa(INCH /HR) : .52 AREA-AVERAGED Fp(INCH /HR) : .87 AREA-AVERAGED Ap = .60 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 20.27 ** * *tt* * ** **** * * *t # ***** *tuntu unt # # # # nr** * # #* ** ** * * #3**mu**t FLOW PROCESS FROM NODE 85.00 TO NODE 95.00 IS CODE = 6.3 )))) >CDMPUTE SECTION � 1 USED STREET FLOW TRAVEL TIME THRU SUBAREA((((( VStEETTA BL ) >) >})��rREE� TABLE ((((( UPSTREAM ELEVATION(FEET) : 1334.50 DOWNSTREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INChES) = 6.0 STREET HAsWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL 6RADEBREAK(FEET) : 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) : .020 SPECIFIED PLIMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL( DECIMAL ) : .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH( FEET) : 1.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) : 21.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 18.45 AVERAGE FLOW PR00 CT OF DEPTH&VELOCITY . T /5EC.1 3.04 STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) : 20.17 * 100 YEAR RAINFALL INTENSITY(INCH/NR) : 2.885 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/MR) (DECIMAL) CN RESIDENTIAL '3-4 DI ELLINGS /ACRE' A .80 .98 .60 32 RESIDENTIAL '3-4 NELLINGS /ACRE' 8 .20 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .93 3,24REA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) : 1.00 SUBAREA RUNOFF(CFS) = 2.09 .r; .JE AREA(ACRES) = 10.00 AREA- AVERAGED Fm(INCH /FR) _ .53 A 1 R GE ♦ CK r - r+REA HV�.vwc� Far :N n/aR - .88 AREA-AVERAGED Ap : 60 TAL AREA(ACRES, = 10.00 PEAK FLOW RATE(CFS) = 21.23 ENO OF M REA STREET FIN HYDRAULICS: DE? T H:(FEET) _ .48 HALFSTREET FLOC° »IDTH(FEET) = 18. 15 7LO« VELOCITY(FEET /5EO.) = 3.02 DEPnn *VELOCITY = 1.45 t• s:*** t* t*** t*z***s*** s** t**********MU SI* ***t*s****t* ******** * **U** * **s* FL0 PROCESS FROM NCOE 95.00 TO NODE 95.00 IS COLE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( TOTAL NUMBER OF STREAMS : 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCEN T RATION. MIN. - 20.17 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA - AVERAGED F((INCH/HR) : .53 AREA- AVERAGED Fp(INCH/HR) _ .88 AREA-AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 10.00 TOTAL STREAM AREA(ACRES) = 10.00 PEAT( FLOW RATE(CFS) AT CONFLUENCE = 21.23 stt* tt*4***** t* t*** t*************** t******** **** * ** * *t * * * * *** * * ** *t *u****** FLO« "PROCESS FROM NCDE 6.00 TO NODE 90.00 IS CODE = 2.1 ,. T1 METHOD I T c ;))))RATIONAL .Ni�IAL SUBAREA ANALYSIS((((( '/)USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOVl LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) : 1348.83 DOWNSTREAM(FEET) = 1342.00 Tc = K* i(LENGTH** 3.00) /(ELEVATION CHANGE )] ** .20 { SUBAREA ANALYSIS USED MINIMUM Tc(MIN. ( = 17.717 * 100 YEAR RAINFALL INTENSITY(INCH /HR - 3.118 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND x GROUP (ACRES) (INCH /HR (v"^E.IMAL) CN (MIN.; ":3-4 DWELLINGS /ACRE' 8 1.30 .75 .60 56 17.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .92 SUEA1REA AV�E PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOF I (Ci S) - 11.56 TOTAL AREA( ACRES) = 5.00 PEAK FLOW RATE(CFS) _ : :.56 *********.M********************************* ** * * * * * * * * * * * * * * *** * * * * * * * * * * ** ' C FLU PROCESS FROM NODE 90.00 TO NODE 95.00 IS CODE = 6.3 =COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(({ ( ( )))))(STREET TABLE SECTION 1 USED)((((( UPSTREAM ELEVATION(FEET) = 1342.00 D0'STREAM ELEVATION(FEET) = 1332.00 STREET LENGTH(FEET) = 457.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL( DECIMAL) = .020 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) _ .81 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.02 STREETFLO i MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .38 HALFSTREET FLOOD WIOTH(FEET) = 13.45 AVERAGE FLOW VELDCITY(FEET /SEC.) = 3.92 PRODUCT OF DEPTHdr'vELOCITY = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 1.94 Tc(M1N.) = 19.66 * 100 YEAR RAINFALL INTEVSITY(INCH/HR) = 2.930 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE / 5CS SOIL AREA Fp Ap SCS LAND USE rt0UP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS /ACRE' 8 3.10 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/NR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.92 EFFECTIVE AREA(ACRES) = 8.10 AREA-AVERAGED Fa(INCH/NR) _ .51 AREA- AVERAGED Fp(INCH/'HR) _ .85 AREA - AVERAGED Ap = .60 TOTAL AREA(ACRES) = 8.10 PEAK FLOW RATE(CFS) = 17.63 END OF SUBAREA STREET FLOW HYDRAULICS: OEP;h(FEET) _ .40 t'ALFSTREET FLOOD «IDTH(FEET) = 14.38 FLOW VELOCITY(FEET /SEC.) = 4.05 DEPTH *VELOCITY = 1.62 *:s********** 0**************************** * * * * ** * * * ** * * * * * *** * * * * ** * **u*u FFL0:4 PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE( {({t )))))AND CCr2 TE VARIOUS CONFLUENCE) STREAM VALES((((( TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 7:`9E OF CO NCENTRAT:ON(MIN.) _ :9.66 RP :NFALL INTENSITY(INCM/'rlR) = 2.93 AREA-AVERAGEO FF2 INCH/'riR) _ .5: AREA - AVERAGED F INCh/} ) _ .85 AREA - AVERAGED Ap = .6C EFFECTIVE STREAM AREA(ACRES) = 8.10 TOTAL STREAM AREA(ACRES) = 8.10 PEAK FL0t RATE(CFS) AT CONFLUENCE = 17.03 ** C„ N'FL„'ENCE DATA ** STREAM Tc Intensity Fp(Fx) Ap Ae SOURCE NUMBER (CFS) ( MIN.) (INCH /HR) ( INCH /HR) (ACRES) NODE 1 21.23 20.17 2.::5 8 53 .60 10.00 6.00 2 17.63 19.66 2.930 .51 .60 8.10 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TAKE ** STREAM Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS ) (MIN.) (INCH/HR, (INCH/HR) (ACRES) NODE 38.5 20.17 2.::5 .866( .520) .60 :8.1 6.00 2 38.7 19.66 2.930 .866( .519) .60 17.8 6.00 C;,t'.t;:ED CCt;F_UENCE ESTIMATES ARE AS FOLLOWS: (72.) rZAK . RA -F "FS) = 38.72 Tc(MIN• c;EC ) _ :9.059 TI' AR =A; ACRES) = 17.85 AREA- AVERAGED Fp(INCH/- , _ .52 =D ; = 87 PREA -w =RAGED Ac = O.JV IV I VV6 73.■JV lbb .Vv 7_C.. U.t txRXl tt lti t444t11tttl tllt tll11414 t444 4tt44 t #ttltlllttltlttt414t41144t4ttl FLOW PROCESS FROM NODE 95.00 TO NODE 100.00 IS CODE = 6.3 ))) »CO1MPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))))(STREET TABLE SECTION S 1 USED)((((( UPSTREAM ELEVATION( EE ) = 1332.00 DOWNSTREAM ELEVATION(FEET) = 1327.60 1 c " r Y - STREET LENGTH(FEET = 287.00 CURB HEIGHT(INCHES) - 6.0 STREET HALFWIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFAEL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED MINER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL( DECIMAL) = 020 MAXIMUM ALLOWABLE STREET FLOW DEPTH( FEET) _ . * *TRAVEi TIME COMPUTED USING ESTIMATED FLOW(CFS) = 39.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW 3EPTH(FEET ) = .53 HALFSTREET FLOOD WIDTH(FEET) = 22.92 AVERAGE FLOW VEL LTY(FEET /SEC.) = 4.31 PRODUCT OF DEPT'r16VELOCITY = 2.31 STREET FLOW TRAVEL TIME(NIN.) = 1.11 Tc(MIN.) = 20.77 * 100 YEAR RAINFALL INTENSSITY(INCH /HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE RESIDENTIAL GROUP (ACRES) (INCH/HR) (INCH/HR) (DECIMf ) CM '3 -4 DWELLINGS /ACRE' A .60 .98 .60 32 RESIDENTIAL '3 -4 DWELLINGS /AGE' B .50 .75 .60 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INKH/HR) = .87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.29 EFFECTIVE AREA(ACRES) = 18.95 AREA - AVERAGED Fa(INCH/HR) _ .52 AREA - AVERAGED Fp(INCH/HR) _ .87 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES = 19.20 PEAK FLOW RATE(CFS) = 39.48 END OF SJ8AREA STREET FLOW HYDRAULICS: DEPTH(FEET; _ .53 HALFSTREET FLOOD WIDTH(FEET) = 22.77 FLJW VEL&CITY(rFEET /SEC.) = 4.3C DEPTH*VELOCITY = 2.29 t4.144 0444ti ttttttttitttttttt4#1tnnut ltttt4 #4tl#tututttlttiltttttt# FLOW ?ROSS FROM NODE 100.00 TO NODE 100.00 IS CODE = 8.: )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 20.77 t 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN . RESIDENTIAL '3-4 DWELLINGS /ACRE' A 4.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 8.50 EFFECTIVE AREA(ACRES) = 23.15 AREA- AVERAGED Fa(INCH/HR) _ .53 AREA- AVERAGED Fp INCH/HR) _ .89 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 23.40 PEAK FLOW RATE(CFS) = ® t4• Rtttttttttt4# t ttt4 tl# 44t#t1t414 14tt # ttt # 4144ttttltlt #t *Ztttt0 7� FLOW PROCESS FROM NOCE 4.50 TO NOCE 50.00 IS CODE = 2.1 ))));RATIONAL `!E.r C INITIAL S BAREA ANALYSIS((((( ))USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA r. OW ' ENGrd = 545.00 -- r D UPSTREAM(FEET) - DOWNSTREAM(FEET) _ ELEVATION DATA: - :339.50 - 1332.50 : E N T H ) ( r TT C Tc = Kt,;_cha�ntt 3.30)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.238 t I00 YEAR RAINFALL INTENSITY(INCH/HR) = 3.894 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMEENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIM,AL) G\ (MIN.) RESIDENTIAL '3-4 OWELL:NGS /ACRE' 9 1.00 .75 .60 56 :2.24 SU6ARE4 r14ERrr3E PERVIOUS LOSS RATE, Fp(I H /HR) = .75 RARFS 4 %;; ;Af,' - 7 :V7 1 S AnFA Af. ^N. Ac = oc nL nRCnknv i ..vV 7:1.1A ;,v4 AHiCkvi ) = 3.a *************4*t*******WWM**********UM*****####MUMMUUMU FLOW PROCESS FROM NODE 50.00 TO NODE 105.00 IS CODE = 6.2 )>)))CCMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( )))) }(STREET TABLE x SON # 1 USED)((((( C UPSTREAM ELEVATION(FEET) = 1332.50 DOWNSTREAM ELEVATION(FEET) = 1322.80 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALF 1DTiH(FEET) = 27.00 DISTANCE FROM CROWN TO Cn SSFALL SRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED RARER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CR0SSFALL(OECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET ) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 12.59 AVERAGE FLQ4 VELOCITY(FEET /SEC.) = 2.76 PRODUCT OF DEPTH&VELCCITY = 1.00 - • - STREET FLOC; TRAVEL TIME(MIN.) = 5.02 Tc(MIN.) = 17.26 x 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.168 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAN USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS/ACRE' A 5.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) ES) = 5.30 %UREA RUNOFF(CFS) = 12.32 EFFECTIVE AREA(ACRES) = 6.30 AREA-AVERAGED Fa(INCH/HR) _ .56 AREA - AVERAGED Fp(1NCH/ R) _ .94 AREA - AVERAGED Ap = .b 0..--- -.\ TC T AL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) _ 14.77 ENO OF SUBAREA STREET FLOW HYDRAULICS: OE?TH(FEET) _, .41 FALF5TREET FLOOD WIDTH(FEET) = 15.16 FLO'4 VELOCITY(FEET /SEC.) = 3.07 DEPTH *VELOCITY = 1.27 :uxt *x uus xxx: x* xxxxx***** x* xxxxxx *xx *uxx * *x *x * * *x ** *xurutuxxx*n* FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 I5 CODE = 8.1 i))))AOD :TION OF SUS EA TO MAINLINE PEAK FLOW((((( MAINLINE Tc(MIN) = 17.26 { 100 YEAR RAINFALL IN;ENSITY(I,NthJHR) = 3.168 SUBAREA 055 RATE DA T A(AMC II): DEVELCP".EVT TYPE/ SCS SOIL AREA Fp Ap SCS LANO ;;SE GRO,iP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3 -4 DWELLINGS/ACRE' A 1.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/'r R) _ .97 . SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RJNOFF(CFS) = 3.02 EFFECTIVE AREA(ACRES) = 7.60 AREA- AVERAGED Fa(TNCH/HR) = .57 : .60 __440-- AREA- AVERAGED Fp(INC ,HR) _ .95 AREA-AVERAGED Ap TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 17.79 END OF STUDY SUMMARY: - - -- TOTAL AKA(ACRES) = 7.60 TC(MIN.) = 17.26 EFFECTIVE AREA(ACRES) = 7.60 AREA- AVERAGED Fa(INCH/t t)= .57 AREA - AVERAGED Fp(INCH/HR) _ .95 AREA - AVERAGED Ap : .60 PEAK FLOW RATE(CFS) = 17.79 ENO OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 3.18 Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TR 15709 EXISTING AREA N/o PHASE 1 BORY * * DESIGN Q10 FOR BERM & DITCH ALONG NORTH BORY OF PHASE 1 * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: T15709.010 TIME /DATE OF STUDY: 13:26 5/16/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INGH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR N0. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* * * * * * * * * * * * * * * * * * * * * * ** ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2.1 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA (< INITIAL SUBAREA FLOW - LENGTH(FEET) = 652.00 ELEVATION DATA: UPSTREAM(FEET) = 1428.00 DOWNSTREAM(FEET) = 1415.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 20.633 * 10 YEAR RAINFALL INTENSITY(INCH /HR = 1.897 SUBAREA Tc AND LOSS RATE DATA(AMC II : DEVELOPMENT TYPE /. SCS SOIL AR A Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 1.90 .82 .57 1.00 50 20.63 NATURAL FAIR COVER "GRASS" B 6.70 57 1.00 69 20.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.87 Ir a TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 9.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** n" nnnnrrr rnnu unnr , A nn Tn konnr t [ nn Tc ^f1!'1C - C "> >>>> )COMPUTE NATURAL VALLEY CHANNEL FLOW < < <<< » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1415.00 DOWNSTREAM NODE ELEVATION = 1405.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 456.00 CHANNEL SLOPE _ .0219 CHANNEL FLOW THRU SUBAREA(CFS) = 9.87 FLOW VELOCITY(FEET /SEC) = 3.69 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 22.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 22.69 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.792 SUBAREA LOSS RATE DATA(AMC II): AREA DEVELOPMENT TYPE/ SCS SOIL Ap SCS LAND USEGROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 3.30 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 7.90 .57 1:00 - 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .64 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.20 SUBAREA RUNOFF(CFS) = 11.60 EFFECTIVE AREA(ACRES) = 19.80 AREA - AVERAGED Fm(INCH /HR) = .63 AREA - AVERAGED Fp(INCH/HR) _ .63 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.80 PEAK FLOW RATE(CFS) = 20.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1405.00 DOWNSTREAM NODE ELEVATION = 1395.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 470.00 CHANNEL SLOPE = .0213 CHANNEL FLOW THRU SUBAREA(CFS) = 20.66 FLOW VELOCITY(FEET /SEC) = 4.41 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 24.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 24.47 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.713 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 7.70 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 6.00 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.0Q SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 12.38 EFFECTIVE AREA(ACRES) = 33.50 AREA - AVERAGED Fm(INCH/HR) = .66 AREA- AVERAGED Fp (INCH /HR) _ .66 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 33.50 PEAK FLOW RATE(CFS) = 31.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW< « << > > >> >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1395.00 DOWNSTREAM NODE ELEVATION = 1385.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 493.00 CHANNEL SLOPE = .0203 CHANNEL FLOW THRU SUBAREA(CFS) = 31.63 FLOW VELOCITY(FEET /SEC) = 4.84 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 26.17 ...................... .......w............ww.uw.u.u.0 w w.u.uwwwww.0 .0 .0 wu..0 w.0 .YW �r urw W.0 .0 �. JrW Wv.W WwW W W W W W W W W W W W W •Y W W W W W W W » » > ADOITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 26.17 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.645 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (a NATURAL FAIR COVER "GRASS" NATURAL FAIR COVER A 11.60 .82 1.00 50 "GRASS" B 4.70 . 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR)= .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 16.30 SUBAREA RUNOFF(CFS) = 13.18 AREACAVERAGED /HR) =49 (INC .69 AREA - AVERAGED Ap1.00) .69 TOTAL AREA(ACRES) = 49.80 PEAK FLOW RATE(CFS) = 42.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1385.00 DOWNSTREAM NODE ELEVATION = 1375.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 539.00 CHANNEL SLOPE = .0186 CHANNEL FLOW THRU SUBAREA(CFS) = 42.77 TRAVEL VE /SEC) = 5.04 MIPER LACFCD D9 HYDROLOGY MANUAL) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 27.95 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.581 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 15.80 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 5.00 . 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR)= .76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 20.80 SUBAREA RUNOFF(CFS) = 15.40 AREACAVERAGEDAFpCINCH/HR) 70.60 AREA-AVERAGED AREA - AVERAGED Ap(INC1.00) .71 TOTAL AREA(ACRES) = 70.60 PEAK FLOW RATE(CFS) = 55.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 5.2 » » > COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1375.00 DOWNSTREAM NODE ELEVATION = 1365.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 497.00 CHANNEL SLOPE = .0201 CHANNEL FLOW THRU SUBAREA(CFS) = 55.31 FLOW VELOCITY(FEET /SEC) = 5.65 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 29.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * *: ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8.1 » » > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 29.41 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.534 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 18.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" 8 4.60 .57 1.00 69 rt IDnDCn AIICDnr!- DC'DUTr IC Intzc In' 176TP Pn( TMr'u /F-IR' = 77 SUBAREA AREA(ACRES) = 23.10 SUBAREA RUNOFF(CFS) = 15.89 EFFECTIVE AREA(ACRES) = 93.70 AREA - AVERAGED Fm(INCH/HR) = .73 AREA - AVERAGED Fp(INCH /HR) = .73 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 93.70 PEAK FLOW RATE(CFS) = 68.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 5.2 >) » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1365.00 DOWNSTREAM NODE ELEVATION = 1355.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 408.00 CHANNEL SLOPE = .0245 CHANNEL FLOW THRU SUBAREA(CFS) = 68.17 FLOW VELOCITY(FEET /SEC) = 6.63 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 30.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 30.44 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.503 SUBAREA LOSS RATE OATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 18.10 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 4.40 . 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR)= .77 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.0 SUBAREA AREA(ACRES) = 22.50 SUBAREA RUNOFF(CFS) = 14.83 EFFECTIVE AREA(ACRES) = 116.20 AREA - AVERAGED Fm(INCH /HR) = .73 AREA - AVERAGED Fp(INCH /HR) = .73 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 116.20 PEAK FLOW RATE(CFS) = 80.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 5.2 > » »COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1355.00 DOWNSTREAM NODE ELEVATION = 1337.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 977.00 CHANNEL SLOPE = .0184 CHANNEL FLOW THRU SUBAREA(CFS) = 80.36 FLOW VELOCITY(FEET/SEC) = 6.04 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) = 33.14 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 33.14 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.428 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 12.40 .82 1.00 50 NATURAL FAIR COVER "GRASS" 8 6.80 . 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .73 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 19.20 SUBAREA RUNOFF(CFS) = 12.06 EFFECTIVE AREA(ACRES) = 135.40 AREA- AVERAGED m(INCH /HR) = .73 (111::) AREA - AVERAGED Fp (INCH /HR) = .73 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 135.40 PEAK FLOW RATE(CFS) = 84.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 85.00 IS CODE = 5.1 >) >) >COMPUTE TRAPEZOIDAL CHANNEL FLOW « « < > >>>) TRAVELTIME THRU SUBAREA <<< « !!DCTD- Aln(1C �i G'l1ATTnKI c 1447 nn CHANNEL LENGTH THRU SUBAREA(FEET) = 740.00 CHANNEL SLOPE = .0054 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 84.62 FLOW E TRAVELTIME(MIN 2.79 4.42 Tc(MINF)O= DEPTH(FEET) = 2.09 35.9 FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEtt « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 35.93 RAINFALL INTENSITY(INCH /HR ) = 1.36 AREA - AVERAGED Fm(INCH /HR) = .73 AREA - AVERAGED Fp(INCH /HR) = .73 AREA- AVERAGED Ap = 1 00 EFFECTIVE STREAM AREA(ACRES) = 135.40 TOTAL STREAM AREA(ACRES) = 135.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.62 ********************************************** **c * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 50.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<t<t< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW - LENGTH(FEET) = 727.00 ELEVATION DATA: UPSTREAM(FEET) = 1422.00 DOWNSTREAM(FEET) = 1410.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.381 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.807 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT SCS (ACRES) (INCH /HR) (DECIMAL) SCS Tc MAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 3.30 .82 1.00 50 22.38 NATURAL FAIR COVER "GRASS" B 2.60 .57 1.00 69 22.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.84 TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 5.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 5.2 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1410.00 • DOWNSTREAM NODE ELEVATION = 1405.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = .0192 CHANNEL FLOW THRU SUBAREA(CFS) = 5.84 FLOW TRAVEL VE /SEC) = 3. ( LACFCD8HYDROLOGY MANUAL) IME(MIN.) = ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS COOE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « <<< MAINLINE Tc(MIN) = 23.81 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.741 SUBAREA LOSS RATE DATA(AMC II): DEVELANDEUSETYPE / SCS (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN NATURAL FAIR COVER "GRASS" A 1.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 5.90 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 7.48 EFFECTIVE AREA(ACRES) = 13.30 AREA - AVERAGED Fm(INCH /HR) _ .66 AREA-AVERAGED OTALAREA(ACRESS /H 13.30 .66 PEAK AREA-AVERAGEO 1.00 RATE(CFS) 12.97 KK:* **** *: *;k:K*** ****. K**. K***: K*********************** ** *W* * * *** **** ** ***** *:K *:K:kK FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 5.2 » » > COMPUTE NATURAL VALLEY CHANNEL FLOW << « < > > > >>TRAVELTIME THRU SUBAREA< « « UPSTREAM NODE ELEVATION = 1405.00 DOWNSTREAM NODE ELEVATION = 1400.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = .0192 C CHANNEL FLOW THRU SUBAREA(CFS) = 12.97 FLOW VELOCITY(FEET /SEC) = 3.70 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 24.98 * * * * * * * *** *** * * * * *** ** * ** * * * * * ** ************* * * * * * * * * *** ** * * ** * * * * * ***** * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 24.98 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.692 SUBAREA LOSS RATE OATA(AMC II): DEVELOPMENT SCS (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN NATURAL FAIR COVER "GRASS" A 3.60 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 5.80 . 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR)= .66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.0 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF (CFS) = 8.70 EFFECTIVE AREA(ACRES) = 22.70 AREA - AVERAGED Fm(INCH/HR) = .66 AREA - AVERAGED Fp (INCH /HR) = .66 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 22.70 PEAK FLOW RATE(CFS) = 21.08 * ** * * * * * * * *: KKK * * ** ( 7K************************** * * * * * ** ** * * * * ** * * ** * * * * * * * ** * ** FLOW PROCESS FROM NODE 60.00 TO NODE 65.00 IS CODE = 5.2 >> » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < > »»TRAVELTIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION = 1400.00 DOWNSTREAM NODE ELEVATION = 1390.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 458.00 CHANNEL SLOPE = .0218 CHANNEL FLOW THRU SUBAREA(CFS) = 21.08 FLOW E TRAVELTIME(MIN 1.70 4.49 Tc(MINE) = 26.68 HYDROLOGY MANUAL) .68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 8.1 » > » AOOITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 26.68 - * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.626 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT SCS (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN NATURAL FAIR COVER "GRASS" A 4.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 10.40 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .64 SUBAREA AREA(ACRES) FRACT SUBAREA RUNOFF(CFS) = 13.19 EFFECTIVE AREA(ACRES) = 37.60 AREA - AVERAGED Fm(INCH/HR) = .65 AREA- AVERAGED Fp(INCH /HR) = .65 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 37.60 PEAK FLOW RATE(CFS) = 32.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 5.2 > » > >COMPUTE NATURAL VALLEY CHANNEL FLOW « < « > » » TRAVELTIME THRU SUBAREA< « << UPSTREAM NOOE ELEVATION = 1390.00 DOWNSTREAM NODE ELEVATION = 1380.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 528.00 CHANNEL SLOPE = .0189 CHANNEL FLOW THRU SUBAREA(CFS) = 32.93 FLOW VELOCITY(FEET /SEC) = 4.73 (PER LACFCD HYDROLO3Y MANUAL) ***** * * * * * * * * * * * * * * * * * * * * * * * * * *** * *: **** **** * * ** * * * * * *** * * ** * * * * * * * * * *** * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8.1 >> » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 28.54 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.562 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) . CN NATURAL FAIR COVER "GRASS" A 5.90 .82 1.00 50 NATURAL FAIR COVER "GRASS" 6 9.60 . 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 15.50 SUBAREA RUNOFF(CFS) = 12.54 EFFECTIVE AREA(ACRES) = 53.10 AREA - AVERAGED Fm(INCH/HR) = .66 AREA - AVERAGED Fp INCH /HR) _ .66 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES = 53.10 PEAK FLOW RATE(CFS) = 43.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 75.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1380.00 DOWNSTREAM NODE ELEVATION = 1370.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 507.00 CHANNEL SLOPE _ .0197 CHANNEL FLOW THRU SUBAREA(CFS) = 43.29 FLOW VELOCITY(FEET /SEC) = 5.22 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 30.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 8.1 > » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 30.16 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.511 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 10.40 .82 1.00 50 NATURAL URAL FAIR COVER "GRASS" B 3.70 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) = 9.61 EFFECTIVE AREA(ACRES) = 67.20 AREA - AVERAGED Fm(INCH /HR) = .68 AREA - AVERAGED Fp(INCH /HR) = .68 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 67.20 PEAK FLOW RATE(CFS) = 50.47 *:******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 5.2 >> » > COMPUTE NATURAL VALLEY CHANNEL FLOW < < <<< > > >> >TRAVELTIME THRU SUBAREA <<<<< UPSTREAM NODE ELEVATION = 1370.00 DOWNSTREAM NODE ELEVATION = 1355.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 775.00 CHANNEL SLOPE _ .0194 CHANNEL FLOW THRU SUBAREA(CFS) = 50.47 FLOW VELOCITY(FEET /SEC) = 5.40 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 32.55 *:*: x*:*************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 > > >> )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < <<<< Mr+iNLINE Tc(MIN) = 32.55 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.443 SUBAREA LOSS RATE OATA(AMC II): OEVELCP ENT TYPE/ SCS SOIL AREA Fp Ap SOS LAN USE GROUP (ACRES) (INCH /HR) (DECIMAL) C`! FAIR COVER COVER A 17.70 00 ' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 _ mmill- SUBAREA AREA(ACRES) = 17.70 SUBAREA RUNOFF(CFS) = 9.93 EFFECTIVE AREA(A RES) = 84.90 AREA - AVERAGED Fm(INCH /HR) _ .71 AREA - AVERAGED Fp INCH /HR) = .71 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES = 84.90 PEAK FLOW RATE(CFS) = 56.31 ********************************************** * * ****** ** * * *** * * * * * * * * * ** * ** FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 5.2 » » > COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » >TRAVELTIME THRU SUBAREA « < « UPSTREAM NODE ELEVATION = 1355.00 DOWNSTREAM NODE ELEVATION = 1333.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1180.00 CHANNEL SLOPE = .0186 CHANNEL FLOW THRU SUBAREA(CFS) = 56.31 FLOW VELOCITY(FEET /SEC) = 5.47 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.60 Tc(MIN.) = 36.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8.1 I » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < - 1 MAINLINE Tc(MIN) = 36.15 ;, * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.355 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT SCS (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN NATURAL FAIR COVER "GRASS" A 6.10 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 12.20 . 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .65 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 18.30 SUBAREA RUNOFF(CFS) = 11.61 EFFECTIVE AREA(ACRES) = 103.20 AREA - AVERAGED Fm(INCH/HR) = .70 AREA-AVERAGED Fp(INCH/HR) _ .70 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 103.20 PEAK FLOW RATE(CFS) = 61.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I J FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 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.) = 36.15 RAINFALL INTENSITY(INCH /HR ) = 1.36 AREA- AVERAGED Fm(INCH /HR) = .70 AREA- AVERAGED Fp(INCH /HR) = .70 AREA - AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 103.20 • TOTAL STREAM AREA(ACRES) = 103.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 61.20 ** CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE i 84.62 35.93 1.360 .73 .73) 1.00 135.40 1.00 2 61.20 36.15 1.355 .70 .70) 1.00 103.20 2.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 145.8 35.93 1.360 .718( .718) 1.00 238.0 1.00 2 145.2 36.15 1.355 .717( .717) 1.00 233.6 2.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE = 145.81 Tc(MIN.) = 35.930 EFFECTIVE AREA(ACRES) = 237.98 AREA - AVERAGED Fm(INCH /HR) _ .72 AREA - AVERAGED Fp(INCH/HR) = .72 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 238.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 85.00 = 5232.00 FEET. ENO OF STUDY SUMMARY: rOTAL AREA(ACRES) = 238.60 TC(MIN.) = 35.93 EFFECTIVE AREA(ACRES) = 237.98 AREA - AVERAGED Fm(INCH /HR)= .72 -.- ; -,'J =PAGE: Fp(INCH/HR) = .72 AREA - AVERAGED Ap = 1.00 ** PEAK FLOW RATE TABLE ** STREAM O Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (IT/HR) (ACRES) NODE 1 145.8 35.93 1.360 .718 .718) 1.00 238.0 1.00 2 145.2 36.15 1.355 .717 .717) 1.00 238.6 2.00 = END OF RATIONAL METHOD ANALYSIS = = = ======= . . _ le e t. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL. METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -94 Advanced Engineering Software aes) Ver. 3.1B Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TR 15709 EXISTING AREA N/o PHASE 1 BORY * * DESIGN 0100 FOR BERM & DITCH ALONG NORTH BDRY OF PHASE 1 * * * ***************************** 0************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: T15709.100 TIME /DATE OF STUDY: 13:18 5/16/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: _ -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED SPECIFIE = 1 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION EURVE _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING NO. W(FT) CROSSFALL IN- DE / OUT-/PARK- WAY HEIGHT WIDTH T) LIP T) (FT) R FA(n) 1 30.0 20.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE , . UPSTREAM TRIBUTARY PIPE.* * * * * ******************** ** * * * *** ******* * * * * * * * * * * * * ** * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 2.1 » » )RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA(( INITIAL SUBAREA FLOW - LENGTH(FEET) = 652.00 ELEVATION DATA: UPSTREAM(FEET) = 1428.00 DOWNSTREAM(FEET) = 1415.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 20.633 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.846 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 1.90 .82 1.00 50 20.63 NATURAL FAIR COVER "GRASS" B 6.70 . 57 1.00 69 20.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 17.21 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 17.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 TS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW((((( >>> »TRAVELTIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION = 1415.00 DOWNSTREAM NODE ELEVATION = 1405.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 456.00 CHANNEL SLOPE _ .0219 CHANNEL FLOW THRU SUBAREA(CFS) = 17.21 FLOW TRAVELETIME(MINE)T /SEC1.78 4.26 Tc(MINE) = LACFCD .4 2YDROLOGY MANUAL) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 22.42 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.708 SUBAREA LOSS RATE DATA(AMC I: DEVELOPMENT p Ap SCS LA E TYPE/ SCS GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 3.30 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 7.90 . 57 1.00 " 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR)= .64 SUBAREA AVERAGE PERVIOUS 1i � AREA FRACTION, Ap = 1.00( EFFECTIVE AREA(ACRES) = 19.80 AREA- RUNOFF(CFS) 84 CH /HR) = .63 AREA - AVERAGED Fp (INCH /HR) = .63 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.80 PEAK FLOW RATE(CFS) = 36.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1405.00 DOWNSTREAM NODE ELEVATION = 1395.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 470.00 CHANNEL SLOPE _ .0213 CHANNEL FLOW THRU SUBAREA(CFS) = 36.98 FLOW VELOCITY(FEET /SEC) = 5.18 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 23.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 23.93 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.604 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 7.70 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 6.00 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .71 SUBAREA AVERAGE PERVIOUS AREA FRACTION Ap = 1.00 SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 23.37 EFFECTIVE AREA(ACRES) = 33.50 AREA - AVERAGED Fm(INCH /HR) = .66 AREA - AVERAGED Fp (INCH /HR) _ .66 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 33.50 PEAK FLOW RATE(CFS) = - 58.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1395.00 DOWNSTREAM NODE ELEVATION = 1385.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 493.00 CHANNEL SLOPE = 0203 CHANNEL FLOW THRU SUBAREA(CFS) = 58.50 FLOW VELOCITY(FEET /SEC) = 5.77 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 25.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 25.35 * 100 YEAR RAINFALL INTENSITY (INCH /HR) = 2.515 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT S GROUP IL (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN NATURAL FAIR COVER "GRASS" A 11.60 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 4.70 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE Fp(INCH /HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 16.30 SUBAREA RUNOFF(CFS) = 25.94 EFFECTIVE AREA-AVERAGED 49.80 AREA-AVERAGED AREA - AVERAGED Ap(INC1.00) .69 TOTAL AREA(ACRES) = 49.80 PEAK FLOW RATE(CFS) = 81.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1385.00 DOWNSTREAM NODE ELEVATION = 1375.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 539.00 CHANNEL SLOPE _ .0186 CHANNEL FLOW THRU SUBAREA(CFS) = 81.76 TRAVEL E TIME(MIN E )T= 1.48 6 .09 Tc(MINE) = 26.83YDROLOGY MANUAL) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8.1 » » > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 26.83 ' * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.431 SUBAREA LOSS RATE DATA(AMC I1): DEVELOPMENT SCS SOIL (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN NATURAL FAIR COVER "GRASS" A 15.80 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 5.00 . 57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR)= .76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 20.80 SUBAREA RUNOFF(CFS) = 31.31 EFFECTIVE AREA(A RES) = 70.60 AREA - AVERAGED Fm(INCH /HR) = .71 AREA - AVERAGED Fp INCH /HR) = .71 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES = 70.60 PEAK FLOW RATE(CFS) = 109.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1375.00 DOWNSTREAM NODE ELEVATION = 1365.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 497.00 CHANNEL SLOPE _ .0201 CHANNEL VELOCITY (FEET /SEC) = 6.92 (PER FLOW LACFCD HYDROLOGY MANUAL) TRAVEL TIME MIN.) = 1.20 Tc(MIN.) = 28.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 28.03 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.368 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT SCS (ACRES) (INCH /HR) (DECIMAL) S CN NATURAL FAIR COVER "GRASS" A 18.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 4.60 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .77 SUBAREA AREA(ACRES) = 23.10 SUBAREA RUNOFF(CFS) = 33.24 EFFECTIVE AREA(ACRES) = 93.70 AREA - AVERAGED Fm(INCH /HR) = .73 AREA - AVERAGED Fp(INCH/HR) _ .73 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 93.70 PEAK FLOW RATE(CFS) = 138.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « < « UPSTREAM NODE ELEVATION = 1365.00 DOWNSTREAM NODE ELEVATION = 1355.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 408.00 CHANNEL SLOPE = .0245 CHANNEL FLOW THRU SUBAREA(CFS) = 138.55 FLOW VELOCITY(FEET /SEC) = 8.20 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .83 Tc(MIN.) = 28.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 28.86 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.327 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 18.10 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 4.40 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .77 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 22.50 SUBAREA RUNOFF(CFS) = 31.53 EFFECTIVE AREA(ACRES) = 116.20 AREA - AVERAGED Fm(INCH /HR) = .73 AREA - AVERAGED Fp (INCH /HR) _ .73 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 116.20 PEAK FLOW RATE(CFS) = 166.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 5.2 » » > COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA< « « UPSTREAM NODE ELEVATION = 1355.00 DOWNSTREAM NODE ELEVATION = 1337.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 977.00 CHANNEL SLOPE _ .0184 CHANNEL FLOW THRU SUBAREA(CFS) = 166.61 FLOW VELOCITY(FEET /SEC) = 7.52 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 31.02 .********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8.1 » » > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 31.02 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.228 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT SCS GROUP (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN NATURAL FAIR COVER "GRASS" A 12.40 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 6.80 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .73 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 19.20 SUBAREA RUNOFF(CFS) = 25.89 EFFECTIVE AREA(ACRES) = 135.40 AREA - AVERAGED Fm(INCH /HR) = .73 AREA - AVERAGED Fp (INCH /HR) = .73 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 135.40 PEAK FLOW RATE(CFS) = 182.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 85.00 IS CODE = 5.1 >> » )COMPUTE TRAPEZOIDAL CHANNEL FLOW< « « » » )TRAVELTIME THRU SUBAREA< « « tinrrnI A.4 Ain n.- ri r11ATTtA1 - 1007 nn CHANNEL LENGTH THRU SUBAREA(FEET) = 740.00 CHANNEL SLOPE = .0054 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 182.17 FLOW VELOCITY(FEET /SEC) = 5.41 FLOW DEPTH(FEET) = 3.04 TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 33.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 1 » > »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: l TIME OF CONCENTRATION(MIN. ) = 33.30 RAINFALL INTENSITY(INCH /HR) = 2.14 AREA - AVERAGED Fm(INCH /HR) = .73 AREA - AVERAGED Fp(INCH /HR) = .73 AREA - AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 135.40 TOTAL STREAM AREA(ACRES) = 135.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 182.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 50.00 IS CODE = 2.1 » » )RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA << INITIAL SUBAREA FLOW - LENGTH(FEET) = 727.00 ELEVATION DATA: UPSTREAM(FEET) = 1422.00 DOWNSTREAM(FEET) = 1410.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN. = 22.381 * 100 YEAR RAINFALL INTENSITY(INCH/HR = 2.710 SUBAREA Tc AND LOSS RATE DATA(A II : DEVELANDEUSETYPE/ SCS (ACRES) (INCH /HR) (DECIMAL) SCS Tc MAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 3.30 .82 1.00 50 22.38 NATURAL FAIR COVER "GRASS" B 2.60 .57 1.00 69 22.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 10.63 TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 10.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < { » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1410.00 DOWNSTREAM NODE ELEVATION = 1405.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE _ .0192 CHANNEL FLOW THRU SUBAREA(CFS) = 10.63 FLOW VELOCITY(FEET /SEC) = 3.52 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 23.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8.1 >> » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « < « MAINLINE Tc(MIN) = 23.61 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.625 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT SCS (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN NATURAL FAIR COVER "GRASS" A 1.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 5.90 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 13.37 EFFECTIVE AREA(ACRES) = 13.30 AREA - AVERAGED Fm(INCH/HR) = .66 AREA- AVERAGED Fp (INCH /HR) = .66 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.30 PEAK FLOW RATE(CFS) = 23.55 * * * * * * * * * * * * * * * * * * ** * * ** * x*******;r****:*** * * * * * * * ** * ** * * * * ** * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1405.00 DOWNSTREAM NODE ELEVATION = 1400.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = .0192 CHANNEL FLOW THRU SUBAREA(CFS) = 23.55 FLOW VELOCITY(FEET /SEC) = 4.34 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 24.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 8.1 > » >> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 24.61 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.560 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT SCS GROUP (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN NATURAL FAIR COVER "GRASS" A 3.60 .82 1.00 50 NATURAL FAIR COVER "GRASS" 8 5.80 . 57 1.00 69 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR)= .66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 ' SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 16.05 EFFECTIVE AREA(ACRES) = 22.70 AREA - AVERAGED Fm(INCH /HR) = .66 AREA - AVERAGED Fp (INCH /HR) = .66 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 22.70 PEAK FLOW RATE(CFS) = 38.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 65.00 IS CODE = 5.2 » » > COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1400.00 DOWNSTREAM NODE ELEVATION = 1390.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 458.00 CHANNEL SLOPE = .0218 CHANNEL FLOW THRU SUBAREA(CFS) = 38.83 FLOW TRAVEL ETOIME(MINE)T /SEC1.43 5 .32 Tc(MINE) L ACZ 6 CD O HYDROLOGY MANUAL) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 26.04 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.475 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 4.50 .82 1.00 50 NATURAL FAIR COVER "GRASS" 8 10.40 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .64 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 24.57 EFFECTIVE AREA(ACRES) = 37.60 AREA - AVERAGED Fm(INCH /HR) = .65 AREA -AVERAQED Fp(INCH/HR) = .65 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 37.60 PEAK FLOW RATE(CFS) = 61.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 5.2 >> » )COMPUTE NATURAL VALLEY CHANNEL FLOW<< « < > » »TRAVELTIME THRU SUBAREA< « « UPSTREAM NODE ELEVATION = 1390.00 DOWNSTREAM NODE ELEVATION = 1380.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 528.00 i CHANNEL SLOPE = .0189 CHANNEL FLOW THRU SUBAREA(CFS) = 61.65 FLOW VELOCITY(FEET /SEC) = 5.66 (PER LACFCD HYDROLOGY MANUAL) TYIAIICI TTMC /MTA1 \ - 1 CC Tn /MTM \ - 77 cn ************** * * * * * * * * * * * * * * * * * * * * * * * * ** * * *** ** * *: * * ** * ** * * * * * ** * * * * * * **** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8.1 » » > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE *100 INTENSITY(INCH /HR) = 2.390 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) .CN NATURAL FAIR COVER "GRASS" A 5.90 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 9.60 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 15.50 SUBAREA RUNOFF(CFS) = 24.10 EFFECTIVE AREA(ACRES) = 53.10 AREA - AVERAGED Fm(INCH /HR) = .66 AREA - AVERAGED Fp (INCH /HR) = .66 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 53.10 PEAK FLOW RATE(CFS) = 82.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 75.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW « « < » » )TRAVELTIME THRU SUBAREA « « < 1 UPSTREAM NODE ELEVATION = 1380.00 DOWNSTREAM NODE ELEVATION = 1370.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 507.00 CHANNEL SLOPE _ .0197 CHANNEL FLOW THRU SUBAREA(CFS) = 82.88 FLOW VELOCITY(FEET /SEC) = 6.30 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 28.94 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 8.1 > » >> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 28.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.323 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 10.40 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 3.70 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) = 19.92 EFFECTIVE AREA(ACRES) = 67.20 AREA - AVERAGED Fm(INCH /HR) = .68 AREA - AVERAGED Fp(INCH /HR) = .68 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 67.20 PEAK FLOW RATE(CFS) = 99.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 5.2 » > »COMPUTE NATURAL VALLEY CHANNEL FLOW « <<< » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1370.00 DOWNSTREAM NODE ELEVATION = 1355.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 775.00 CHANNEL SLOPE = .0194 CHANNEL FLOW THRU SUBAREA(CFS) = 99.60 FLOW VELOCITY(FEET /SEC) = 6.60 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 30.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 30.90 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.234 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LANO USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER °r,Qacc" A 17 .70 22 1 _00 SO SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 17.70 SUBAREA RUNOFF(CFS) = 22.52 EFFECTIVE AREA(ACRES) = 84.90 AREA- AVERAGED Fm(INCH /HR) _ .71 AREA- AVERAGED Fp(INCH/HR) = .71 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 84.90 PEAK FLOW RATE(CFS) = 116.71 1 *************************:*************:***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** , (70) FLOW PROCESS FROM NODE 80.00 TO NODE 85.00 IS CODE = 5.2 » » )COMPUTE NATURAL VALLEY CHANNEL FLOW << « < » » >TRAVELTIME THRU SUBAREA « « < UPSTREAM NODE ELEVATION = 1355.00 DOWNSTREAM NODE ELEVATION = 1333.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1180.00 1 CHANNEL SLOPE = .0186 CHANNEL FLOW THRU SUBAREA(CFS) = 116.71 FLOW VELOCITY(FEET /SEC) = 6.79 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.90 Tc(MIN.) = 33.80 i ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8.1 » » )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < . MAINLINE *100 YEAR c RAINFALL INTENSITY(INCH /HR) = 2.117 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT SCS (ACRES) (INCH /HR) (DECIMAL) SCS MAL) CN NATURAL FAIR COVER "GRASS" A 6.10 .82 1.00 50 NATURAL FAIR COVER "GRASS" B 12.20 .57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .65 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 1 SUBAREA AREA(ACRES) = 18.30 SUBAREA RUNOFF(CFS) = 24.15 EFFECTIVE AREA(ACRES) = 103.20 AREA- AVERAGED Fm(INCH /HR) = .70 AREA - AVERAGED Fp(INCH/HR) = .70 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 103.20 PEAK FLOW RATE(CFS) = 131.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 1 » > »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < » » >ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES « < « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 33.80 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA - AVERAGED Fp(INCH /HR = .70 AREA- AVERAGED Ap = 1,00 • EFFECTIVE PEAK FLOW RATE(CFS) AT CONFLUENCE = 131.92 ** CONFLUENCE DATA ** STREAM Q Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 182.17 33.30 2.136 .73( .73) 1.00 135.40 1.00 2 131.92 33.80 2.117 .70( .70) 1.00 103.20 2.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensit Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 313.9 33.30 2.136 .718( .718) 1.00 237.1 1.00 2 311.6 33.80 2.117 .717( .717) 1.00 238.6 2.00 4:: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 313.88 Tc(MIN.) = 33.299 EFFECTIVE AREA(ACRES) = 237.09 AREA - AVERAGED Fm(INCH/HR) = .72 AREA - AVERAGED Fp(INCH/HR) = .72 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 238.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 85.00 = 5232.00 FEET. 0 ENO OF STUOY SUMMARY: TOTAL AREA(ACRES) = 238.60 TC(MIN.) = 33.30 i EFFECTIVE AREA(ACRES) = 237.09 AREA - AVERAGEO Fm(INCH/HR)= .72 ..nrA nuIrn..%rn r_1 flIr nin\ __ ,n Anrn AI1rnArrn A.. _ n.n ** PEAK FLOW RATE TABLE *m STREAM O To Intensity Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) ( H/HR) (ACRES) NODE ' ' ' 1 `313 9 '33 3O 2 l36 '7l8( .718) 1'00 237.1 1'00 2 311.6 3380 2.117 '717/ .717) 1'00 238.6 2'08 END OF RATIONAL METHOD ANALYSIS C | �| c li. tj -.27' • 17 I w 2 0 5.5' t / /.5i 5.5' �O' � / /8,5 , p-++ 18,5 -•,.. .•433 a a, N o 14# 2x _ LEVEL 2% / LINE _ ;:, o t0' %`.; � � .• :� ��< o no Q�J J � .'..o ' ' J E'` c:_ C.. Typical Section �� % HORIZ: 1" = 10' VERT: 1" = 2' • c 0 Section Street Street Capacity to: Slope TC R/W (cfs) (cfs) A - A 0.0040 16.3 30.5 B - B 0.0050 18.2 34.2 C - C 0.0060 19.9 37.4 D - D 0.0074 22.1 41.6 . E - E 0.0080 24.2 43.2 F - F 0.0090 24.4 45.8 G - G 0.0108 26.8 50.2 H -H 0.0115 27.6 51.8 I -1 0.0139 30.4 57.0 J - J 0.1460 31.0 58.4 K - K 0.0157 32.3 60.6 L -L 0.0163 32.9 61.7 M - M 0.0200 36.4 68.3 P C [File: \wp61 \15709tc] 6/2/97 0 is RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN fEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948-8464 * *s ****ss*ss *s *t* * *** * * **s DESCRIPTION OF STUDY *t * * *t **t * * **t **t* ******** * TC CAPACITY SECTION A - A * t S = 0.0040 * * *t****a*** *t *t ** *tat um*********** t*** t*t * ** * * * * * *a***#** * * * * * * **t*t* TIME /DATE OF STUDY: 11: 7 5/19/1997 1 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 . 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 8.2 SUBCHANNEL FLOW AREA(SOUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.106 SUBCHANNEL FROUDE NUMBER = .833 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE I 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 8.2 SUBCHANNEL FLOW AREA(SOUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.105 SUBCHANNEL FLOW TOP- WIDTH(FEET) 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 TOTAL IRREGULAR CHANNEL 16.30 = 16.32 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. (E) ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License IO 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948-8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY ** * ** *: : : : :uuuu:xuux * TC CAPACITY SECTION B - B x * S = 0 . 0 0 5 0 x . xxxxx* :xx :xx xxxxx xxxxx xxxxxxxxxxxxxxxxx :xxxxxxxxxx xxxxx # :xx :xx : : :x : :sxx TIME /DATE OF STUDY: 11:10 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) = .005000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 9.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.355 SUBCHANNEL FROUDE NUMBER = .931 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .005000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 9.1 SUBCHANNEL FLOW VELD ITY(FEET /SEC.) = 2.354 SUBCHANNEL FROUDE NUMBER = .931 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) : .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 18.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 18.25 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME aSt LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 * * ** *** * * * ** * ** ** ** * * * * * ** DESCRIPTION OF STUDY * * ** * * * * * * ** * * * * ** * * * ** * ** * TC CAPACITY SECTION C - C.* * S = 0.0060 *- . ******************************************* * * * * * * * * * * *** * * * * * * * * * * * * * * ** ** TIME /DATE OF STUDY: 11:14 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 2740 SUBCHANNEL SLOPE(FEET /FEET) = .006000 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 10.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.580 SUBCHANNEL FLOW WIIDTH(FEET) 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .006000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 10.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.578 SUBCHANNEL FROUDE NUMBER = 1.019 SUBCHANNEL FLOW (FEET) = SUBCHANNEL HYDRAULIC TOP-WIDTH = .2050 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 19.90 COMPUTED IRREGULAR CHANNEL FLOW(FS) = 19.99 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. �� ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 ** * * * * * * * * * * * * * * * * * ** * * * ** DESCRIPTION OF STUDY * * ** ** ** ** * ** *u * * * * *u* ** * TR 15709 * TC CAPACITY SECTION D - D * * S : 0.0074 .. * su********************************m n*** * * * * * * * * * * * * * ** * * * * * ** * * * * * * * ** TIME /DATE OF STUDY: 11:16 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) _ .007400 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) : 11.1 SUBCHANNEL FLOW AREA(SQUARE FEET) : 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.865 SUBCHANNEL FROUDE NUMBER : 1.132 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .007400 SUBCHANNEL NANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 11.1 SUBCHANNEL FLOW AREA(SUARE FEET) = 3.87 { SUBCHANNEL FLOW VELOCITY(FEET /SEC.) : 2.863 SUBCHANNEL NUMER = 1. SUBCHANNEL FLOW FROUDE 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 22.10 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 22.20 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. (2) ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Expire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948 -8464 tttttttttttttttttttttttt# DESCRIPTION OF STUDY ttttttttttttttttt #t #tttt t TC CAPACITY • SECTION E - E * = S = 0.0080 t nn tsttttttttttttttttttttttttt tttttttttttt isttttttttttttttttttttttttttttt TIME /DATE OF STUDY: 15:22 6/ 2/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) _ .008000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 12.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 4.08 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.981 SUBCHANNEL FROUDE NUMBER = 1.178 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 20.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) _ .008000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 12.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 4.07 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.980 SUBCHANNEL FROUDE NUMBER = 1.178 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 20.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 24.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 24.29 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.01 NOTE: WATER SURFACE 15 BELOW EXTREME 9S LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS xx CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948 -8464 ************************** DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxxxxxxx * TC CAPACITY SECTION F - F i x S = 0.0090 x . xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx TIME /DATE OF STUDY: 11: 4 5/19/1997 $ ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) _ .009000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 12.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.159 SUBCHANNEL FROUDE NUMBER = 1.249 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 x ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 SUBCHANNEL SLOPE(FEET /FEET) .009000 10.14 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 12.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.158 SUBCHANNEL FROUDE NUMBER = 1.249 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CF) WANTED = 24.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 24.48 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. n�' (2) ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948-8464 uuxxxxxx***xuxxxxxxxxxx DESCRIPTION OF STUDY *xxxx *xx***x* *u*xuu**xx x TC CAPACITY SECTION G - G* x S : 0.0108 * x xux xxxxxux xx *xux*xxx TIME /DATE OF STUDY: 11 :24 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.01 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 SUBCHANNEL SLOPE(FEET /FEET) : .010800 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR : .015000 SUBCHANNEL FLOW(CFS) : 13.4 SUBCHANNEL FLOW AREA(SOUARE FEET) : 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) : 3.460 SUBCHANNEL FROUDE NUMBER : 1.368 SUBCHANNEL FLOW TOP-WIDTH(FEET) : 19.51 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .010800 SUBCHANNEL MANNINGS FRICTION FACTOR : .015000 SUBCHANNEL ) = 13.4 SUBCHANNEL FLOW FLOW(CFS FEET) : 3.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.459 SUBCHANNEL FROUDE NUMER = 1. SUBCHANNEL FLOW TOP- WIDTH(FEET) 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 • TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED : 26.80 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 26.82 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) a Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 * * * * * ** * ** * ** * * * * * * * * * ** ** DESCRIPTION OF STUDY **x*x *x*u* *x**u*****xx** * TC CAPACITY SECTION H - H * S = 0.0115 x x** x* xu* x** x* x** xx*x** xx******** xx* x** x ** * * *x*u:ux*u*xx * *xxx *x *x **xxx* TIME /DATE OF STUDY: 11:21 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) _ .011500 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 13.8 SUBCHANNEL FLOW AREA(SOUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.571 SUBCHANNEL FROUDE NUMBER = 1.412 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 S 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) _ .011500 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 13.8 SUBCHANNEL FLOW AREA(SOUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.570 SUBCHANNEL FROUDE NUMBER = 1.411 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 27.60 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 27.67 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. xx RESULTS OF IRREGULAR CHANNEL ANALYSIS xx CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948 -8464 sxsuxuuxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxuuxusuuusxssxxxu * TR 15709 t * TC CAPACITY SECTION I - I t t S = 0.0139 xxxxumm*t xxx: sxt xxxussxxxxxxxxxxxxx xusuxxxxstxusu xxxuxxuxu TIME /DATE OF STUDY: 11:27 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) = .013900 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 15.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.926 SUBCHANNEL FROUDE NUMBER = 1.552 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .013900 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 15.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.925 SUBCHANNEL NUME = 1. SUBCHANNEL FLOW FROUDE 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 30.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) : 30.42 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948 -8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxxxxxxx x TC CAPACITY SECTION J. - J i x S : 0.0146 x xxxxxxxxxxxx xxxxxxx xxxxxxxxxxx xxxxxx xx xxx xxxxxxxxxxxxxx:xxxxxxxxxxxxuxxu TIME /DATE OF STUDY: 11:30 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) = .014600 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 15.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.024 SUBCHANNEL FROUDE NUMBER = 1.591 SUBCHANNEL FLOW TOP - UIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .014600 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL ) = 15.6 { SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.022 SUBCHANNEL FROUDE NUMBER = 1.590 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC OEPTH(FEET) = .20 TOTAL IRREGULAR COMPUTEDIR IRREGULAR CHANNEL 31.00 FLOW(CFS) = 31.18 C ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. x: RESULTS OF IRREGULAR CHANNEL ANALYSIS xt CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948 -8464 ttt ::t :tttt * ***********tt: DESCRIPTION - 0F STUDY uuuuu :u * TR 15709 t * TC CAPACITY SECTION K - K t S = 0.0157 t _ u u u: uuu******tu*********** *tt :t :ttt:t :t:: :t:tu:iuuuuu TIME /DATE OF STUDY: 11:33 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 SUBCHANNEL SLOPE(FEET /FEET) _ .015700 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 16.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.173 SUBCHANNEL FROUDE NUMBER = 1.649 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 S 47.00 10.00 SUBCHANNEL SLOPE(FEET /FEET) .015700 10.14 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 16.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.171 SUBCHANNEL FROUDE NUMBER = 1.649 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 32.30 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 32.33 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 14r; t* RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License IO 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 ss**** ***stt ** * * * * ** * * ** ** DESCRIPTION OF STUDY *******t*** ********* **tt** * TC CAPACITY SECTION L - L * S = 0.0163 * . *t**t*mnu t*************t*********tt**** *** ********tt ** ***** ** **t**ttt* TIME /DATE OF STUDY: 11:36 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 SUBCHANNEL SLOPE(FEET /FEET) = .016300 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 16.5 SUBCHANNEL FLOW AREA(SOUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.252 SUBCHANNEL FROUDE NUMBER = 1.681 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 s ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) _ .016300 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 16.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.250 SUBCHANNEL FROUDE NUMBER = 1.680 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 32.90 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 32.95 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * ***u* * * * *s : * * * * ** * TR 15709 * *TCCAPACITY SECTION M - M * * 5 = 0.020 ** su***** u** u*** * * * * * * * * * * * * * * * * * * * * * * * *umuu* ** *suss * * * * * *u * ** TIME /DATE OF STUDY: 11: 1 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 1 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) _ .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 18.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.88 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.710 SUBCHANNEL FROUDE NUMBER = 1.862 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .20 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 { 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) _ .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 18.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.87 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.708 SUBCHANNEL FROUDE NUMBER = 1.861 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 19.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 36.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 36.49 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.00 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. � e tt RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948 -8464 ttt :t :tt :tssttt: :ttttttttt DESCRIPTION OF STUDY : : : :: : :tt : : :: :: :: : : :: : :: :: * R SECTION A - A: t S : 0.0040 t . tttt:: t:: t: t: t: t: tt:: t:: ut: tt:::ttt:t:::: : : :: :tt :t :ttiit: :: :tt : :tt :t:tt :: TIME /DATE OF STUDY: 13:17 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) : 15.3 SUBCHANNEL FLOW AREA(SOUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) : 2.136 SUBCHANNEL FROUDE NUMBER = .731 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 • 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) : .004000 SUBCHANNEL MANNINGS FRICTION FACTOR : .018000 SUBCHANNEL FLOW(CFS) 15.3 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.135 SUBCHANNEL FROUDE NUMBER : .731 SUBCHANNEL FLOW TOP - WIDTH(FEET) : 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED : 30.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) : 30.59 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 ***u* **** * *** * * * * ** ** ** ** DESCRIPTION OF STUDY *x* ** ** * * *uu * * * * * **u * ** R /W SECTION B - B * S : 0.0050 * ***x********* u*********************** xuxxuuxx* *i * **** ***** *x* ** * ** TIME /DATE OF STUDY: 11 :48 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) : .005000 SUBCHANNEL MANNINGS FRICTION FACTOR : .018000 SUBCHANNEL FLOW(CFS) = 18.2 SUBCHANNEL FLOW AREA(SQUARE FEET) : 7.43 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.447 SUBCHANNEL FROUDE NUMBER : .822 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) : .28 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 • 5 47.00 10.00 6 54.0 SUBCHANNEL SLOPE(FEET /FEET) .005000 10.14 SUBCHANNEL MANNINGS FRICTION FACTOR : .018000 SUBCHANNEL ) = 18.2 SUBCHANNEL FLOW FLOW(CFS FEET) : 7.43 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.447 SUBCHANNEL FROUDE NUMBER : .822 SUBCHANNEL FLOW TOP - WIDTH(FEET) : 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .28 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED : 34.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) : 36.37 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.15 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. (5) ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 *x*x * *x* ** * * * * * * * * ** * * * * ** DESCRIPTION OF STUDY * *** ** * ** * ** * * * * * * * ***** ** x R /W CAPACITY SECTION C - C x x 5 = 0.0060 * x***************** x*************** x*****x* x ***********ii* ** * * * * * * *** ** ** ** TIME /DATE OF STUDY: 12: 0 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 • 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) _ .006000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 18.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.615 SUBCHANNEL FROUDE NUMBER = .895 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 ' 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .006000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 18.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.615 SUBCHANNEL FROUDE NUMBER = .895 SUBCHANNEL FLOW TOP-WIDTH(FEET) : 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 37.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 37.46 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. �/ ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Phone (909) Cucamonga, Fax (909) 948 -8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxuuxxxxxxxxxuxx * R /W SECTION D - D* S = 0.0074 x xxxxxx xxxxxxxxxxxx xxx xxxxxxxxx xxxxxxxxxx xxxxxxxxxxux :xxxxxxuxxxxxxxxxx TIME /DATE OF STUDY: 13:15 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) _ .007400 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 20.8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.905 SUBCHANNEL FROUDE NUMBER = .994 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .007400 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 20.8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.904 SUBCHANNEL FROUDE NUMBER = .994 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 41.60 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 41.61 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS 1:::: (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fa* (909) 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY ** * * * *u* *** * * ** *u *u ** * R /W SECTION E - E* * S : 0.0080 * _ St******************************** * * * * * * * * * * * * * * *uuuiuuu * * * *uuu ** TIME /DATE OF STUDY: 12: 6 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) = .008000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 21.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.020 SUBCHANNEL FROUDE NUMBER = 1.033 SUBCHANNEL FLOW TOP- WIDTH(FEET) : 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) : .008000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 21.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.019 SUBCHANNEL FROUDE NUMBER = 1.033 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED : 43.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) : 43.26 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (:::: (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxxxxxxx * TR 15709 x * R /W/ CAPACITY SECTION F - F * x S = 0.0090 x xxxxxxxxxxx xxxxxx xxxxxxxxxxxxxxxxxxxxxxx xxx xxxxxxxxxxxx:xxxxxxxxxxxxxxxxxx TIME /DATE OF STUDY: 13: 9 5/19/1997 I * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 SUBCHANNEL SLOPE(FEET /FEET) = .009000 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 22.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.203 SUBCHANNEL FROUDE NUMBER = 1.096 SUBCHANNEL FLOW (FEET) = 27. SUBCHANNEL HYDRAULIC TOP-WIDTH _ .27 00 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .009000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 22.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) : 3.202 SUBCHANNEL FROUDE NUMBER = 1.096 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 TOTAL IRREGULAR CHANNEL FLOW(CF) WANTED = 45.80 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 45.88 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. 1B ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948-8464 uuuutsuuuttuuuu DESCRIPTION OF STUDY uuuuus :xatsuustsst* * TR t R /W CAPACITY SECTION G - G* t S = 0.0108 t utxttttttttt tttttttttttttttttttttttttttttu nsummuuuu TIME /DATE OF STUDY: 12: 8 5/19/1997 1 t ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 SUBCHANNEL SLOPE(FEET /FEET) = .010800 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 25.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.509 SUBCHANNEL FROUDE NUMBER = 1.200 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 • 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .010800 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 25.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.508 SUBCHANNEL FROUDE NUMBER = 1.200 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 50.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 50.26 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948 -8464 stxx******xxxxxxxxttxxtxxt DESCRIPTION OF STUDY ***** *itttxttssssssxsssst* x R /W SECTION H - H $ t S : 0.0115 x • xxxx xxxxtxxxxtxtttxx sxtxtt xxtttxxxx txtxtxxtxsxxxxxxsxxxxxsxxsxunts ttttx TIME /DATE OF STUDY: 11:51 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) = .011500 SUBCHANNEL MANNINGS FRICTION FACTOR : .018000 SUBCHANNEL FLOW(CFS) = 25.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) : 3.621 SUBCHANNEL FROUDE NUMBER = 1.239 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) : .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .011500 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 25.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) : 3.620 SUBCHANNEL FROUDE NUMBER = 1.239 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED : 51.80 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 51.87 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. /�� ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Nadole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948-8464 xxxxxxxxxuxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxuxxxxxuxx x R /W SECTION I- I x x S = 0.0139 x xxxxxxxi xxx xxxxxxx xxxxxxxxx xxxxxxxxx xxxx xxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx TIME /DATE OF STUDY: 11:58 5/19/1997 1 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 SUBCHANNEL SLOPE(FEET /FEET) _ .013900 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 28.5 SUBCHANNEL FLOW AREA(SOUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) : 3.981 SUBCHANNEL FROUDE NUMBER = 1.362 SUBCHANNEL FLOW T(FEET) = SUBCHANNEL HYDRAULIC DEPTH(FEET) = .2 0 0 7 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 • 45.50 9.64 3 45.51 9.61 4 46.83 9.50 • 5 47.00 10.00 SUBCHANNEL SLOPE(FEET /FEET) .013900 10.14 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 28.5 SUBCHANNEL FLOW AREA(SQUARE FEET) : 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.980 SUBCHANNEL FROUDE NUMBER = 1.362 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) : .27 TOTAL IRREGULAR CHANNEL FLOW(CF WANTED = 57.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 57.02 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948-8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxx******xxxxxxxx * R /W CAPACITY SECTION J • J * x S = 0.0146 x xxxxxxxxxxxxxxxxxx xxxx xxxx xxxxxxxxx xxxxxx xxxx xxxxxxxxxxxxxxxxttxxxxxxxxxxx TIME /DATE OF STUDY: 11:43 5/19/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8. 9.64 SUBCHANNEL SLOPE(FEET /FEET) .014600 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 29.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.080 SUBCHANNEL FROUDE NUMBER = 1.396 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 • 5 47.00 10.00 SUBCHANNEL SLOPE(FEET /FEET) .014600 10.14 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 29.2 SUBCHANNEL FLOW AREA(SQUARE FEET = 7.16 SUBCHANNEL FLOW VELDCITY(FEET/SE .).= 4.079 SUBCHANNEL FROUDE NUMBER = 1.396 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CF WANTED = 58.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 58.44 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * *** * R/W 15709 CAPACITY SECTION K - I * S = 0.0157 * ******************************************* * * * * * * * * * * * ** * * * * * * * * * * * * * * * *** TIME /DATE OF STUDY: 16:42 6/ 2/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) _ .015700 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 30.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.231 SUBCHANNEL FROUDE NUMBER = 1.447 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) _ .015700 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 30.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.230 SUBCHANNEL FROUDE NUMBER = 1.447 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 60.60 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 60.60 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT CR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License IO 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxsxxxxxx******xxxxxxxx * TR 15709 x * R/W CAPACITY SECTION L - L # x S : 0.0163 xxxxxxxxxxx xxxxxxxxxxxxx xxxxx xxx xxxxxx xxxxx xxxtxx: *tstsixxxxxxxxxxx:xxxxxx TIME /DATE OF STUDY: 13:32 5/19/1997 1 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE { 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) : .016300 SUBCHANNEL MANNINGS FRICTION FACTOR : .018000 SUBCHANNEL FLOW(CFS) : 30.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) : 4.311 SUBCHANNEL FROUDE NUMBER = 1.475 SUBCHANNEL FLOW (FEET) = SUBCHANNEL HYDRAULIC TOP-WIDTH = 27.00 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .016300 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) : 30.9 SUBCHANNEL FLOW AREA(SQUARE FEET) : 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) : 4.310 SUBCHANNEL FROUDE NUMBER = 1.475 SUBCHANNEL FLOW TOP - WIDTH(FEET) : 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) : .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED : 61.70 COMPUTED IRREGULAR CHANNEL FLOW(CFS) : 61.75 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION ! ;fp., WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * ** *** * * * * * * * ** * TR 15709 * * R/W CAPACITY SECTION M - M * S =0.020 * ******************************************* * * * * * * * * ** * ** * * * * * * *** * * * * * * * ** TIME /DATE OF STUDY: 13:12 5/19/1997 1 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 1 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) = .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 34.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.16 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.775 SUBCHANNEL FROUDE NUMBER = 1.634 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 27.00 10.01 2 45.50 9.64 3 45.51 9.61 4 46.83 9.50 5 47.00 10.00 6 54.00 10.14 SUBCHANNEL SLOPE(FEET /FEET) = .020000 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) ( = 34.2 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.774 SUBCHANNEL FROUDE NUMBER = 1.634 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 27.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .27 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 68.30 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 68.40 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.14 NOTE: WATER SURFACE 1S ABOVE LEFT OR RIGHT BANK ELEVATIONS. C.13. / CUI1I1 OPENT\G (SUMP) /007 41#/ Jej /G, Q= /o s AC 9 Z9, fi < / 4�,2 Given: (a) Discharge Q /011 = f e 7 CFS (b) Curb type "A-2" "D" 4" Rolled 6" Rolled • Solution: 2 �P t . inches H (depth at opening) = 0 r h {height of opening) = s inches • 8 , , ;t =1 x,43 I • From Chart: • Q /ft. of opening = �e CFS ernIerpgAteal. L required = e 7 = ft. USE L= ` / I ft. ih pcp - C 11=. 6-f-s =. 6 , 5 = f 2 =8u .. . • p - • V _n_ • # 3SWESri C 1 3 z C { cunr►' OPENING (SUMP) s ZZ�I' 46#Z f7- //9 1 52 . 7 �/ '� .4,s z ¢ AIA A4,11 /KO Given: WEJ'T F,�ST '' (a) Discharge Q /r,fi = 22 -8 CF S (b) Curb type "A -2" "D" 4" Rolled 6" Rolled 6 4e 2`t bk - pg Solution: • N (depth at opening) = inches - • h (height of opening) = 1..57 inches . • H /h= e /6.S =( Z. From Chart: fl /ft. of opening = /i‘ oN Moe ._ L required = 2 2.81 A 6. = zr ft. - USE L= /f Ift. - C • e -31- Page G - 4' GUTTER DEPRESSION rr 40 111.1111=11112 ..., h 4.- M _ !O C IC 0 / Oi l ✓ ~ - ���.a- ........... . ..-w•r =� ��� MIA IM.d v oisI.I.aEM so i.'' . FirefarAIMPaill 111 r �l a - 0/ _ - _ _ _ s J sic , ,,v 7-f cis 0 � Iirairsra�mriisaraflsiiiis A oit .„-_-_,,-„,„:„,.....„.„....--....„...-_---.._ . ____________„___________________________,. __.________„....._.=,_______„_. /,‘, . ______ it ...ter ...•r MINN/ awI~_-.. MI af�.� ���r.111AA�e ��� _ IMINIIMMIIM IMORNIP 11•11=11.111PINIIIENNIIIIIMINIMMIIIMINIIR MI •11•11111111•11 .2 33 .4 J ..7 Al .11 LO .1 GUTTER FLOW 6 3 ' '0 (FEET) 7 L05 ANGELES COUNTY FLOOD CONTROL DISTRICT CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE ■.005 p_ I O A Rev. 6-12-84 CB # 3 s . .4 /Doc D a e ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS C' (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948-8464 x *x*xx* *xx *x* ** * *x *xxx * *x* DESCRIPTION OF STUDY * * * **x ** *xxxxx:ux: : : *: * ** *CB$3 * * DEPTH OF FLOW * * : * **x: :*x*: xxx * *x * * :x :x** * * **:x **x : : * : * *x xxx xxx **x:* *xx *x** *** *x :xxx***::** TIME /DATE OF STUDY: 17: 4 5/20/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 10.01 SUBCHANNEL SLOPE(FEET /FEET) = .005000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 9.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 4.08 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.357 SUBCHANNEL FLOW WIDTH(FEET) 20.50 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .20 r TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 9.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 9.61 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.01 . W • NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. _ /do!' 9"5—g S S/ / c Page G -2, 4 BUTTER DEPRESSION . - i _ -t - - I . • i ��iis f • 1 IIII 40 i 1" • 30 * — >�f- -Din: lli tO. ry 411C EMrA�7iilli _ 'err -- 0 rizok cm-g-7 ,i Vi iwv._ f r ` ' /0/ .r•∎•■•••4■1.ru.ww••s•••ra . w. vM /O ��rwwwuuuamr•rw am r:. + •r a rAmumis Nmnuew� •�•ir,rau '.rwr 1 s • a rarN a Q •NI �•� ir .r�r.rr i�r�� S " //C • (PC6 -- /3,t -lot 0 a . .._--,--_-_,-_,-.---...-.==-.--.-_-_-=----•-=- 0 cAtiic .....„...,--_,--„_,:,_,_....,‘F.:- : -' —= - -- --.:=-'- f_t-. ---_-'-_- = = ".--'-. -- —== ..- ..-=' :. . =_ _- E .-7.. -7=-_ ._._. _ cr. .� :s EIMININ■ III ar■•w•11N,aw_••_w•_ •w.1o•r ■ ra M_ /••lY< »w - -_I_ �e w•� .1 2 .3 . .4 .3 .s .T .S .1 LO GUTTER FLOW . _- —0 (FEET) LOS ANGELES COUNT ' FLOOD CONTROL DISTRICT CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE a .01 _ InR il C13 #4 Q= /32 e.F5 S r- Did /39 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License IO 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * ** * * * * * * * * * * * * * * * * ** * CBI 4 * DEPTH OF FLOW * ******************************************* * * * * * * * * * **** ** * * * * * ** * * * * * * * ** TIME /DATE OF STUDY: 17: 7 5/20/1997 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 6 27.00 SUBCHANNEL SLOPE(FEET /FEET) _ .013900 • 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 13.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.50 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.796 SUBCHANNEL FROUDE NUMBER = 1.539 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 18.49 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .19 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 13.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 13.27 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 9.98 • 1 � NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. — / 7 ?g — 9, 5 = D ' ¢8 C. 13. 11 4•0EtJ"j' CUI;f OPENING (SUMP) 20,27 z 2444 - 14#G /,(► f S f 253 7 0/ z ¢D/3 .c 6,0, AO. 0 / «1 5 ee#,3 4 #f Given: (a) Discharge Q /00 = Zv CFS (b) Curb type "A -2" "D" 4" Rolled 6" Rolled Solution: Ii (depth at opening) • = inches • h (height of opening) = j, J� inches x/h = S / 6,S" _ /, 2 3 ( • • From Chart: Q /ft. of opening = / '' CFS _ 12,79f1/ , L required = 201 / / _ /zASZ - ft. USE L= I /T' ( ft. • • • • •a -31- /_ Mo06SS W&S' C . 13 . �! �/ CB, '` •TI SUMP) ZD.Zt `"Z0 ., G CUr.r� OPENING ( z tG t .Z ,- 24".3 f /d , L 44/b / 3 11yD. e o � ° 144, Given: 8/ 3 ce#44 Hen% s ai,d (a) Discharge Q /Da = Zg, CFS • {b) Curb type "A -2" "D" 4" Rolled 6" Rolled • Solution: Ii (depth at opening) = inches • h (height of opening) = 6.6 inches • x /h = 8 / =1 /'Z 3 • From Chart: { Q /ft. of opening = /. CFS _ C',Alpf1LT" / 1 rt 13 L required = 2A le 1 /4 = f/ (7 ft. - USE L = 2/ I (ft. C • • -31- • Page C.V. 4" GUTTER DEPRESSION , . •U T L1 ' '_ 11---- 40 30 < - - -- - - -- i b Z Cj _ ....• 41f �r -rte t0. - m = := ..,.........r,...= .:__:r:...AM _ ■III_ ..�. W � /L r �'f7 fTrvT 1_. ∎•∎ : . a ..afl C O I ..1. : M /6 V bra_ NN. A�I�� .aa__ar. r l �rMillies_ WON fAUa� ._ ._ -- 7 '/ .` (Z ens _ ∎ _ =: _ _ _ - . S Z V f/sJ -sI ,3E 4 ��� GAS _ = _ _ ' , • Ahlf Fu/ v 6. /4i4 ..,________________, Iammosmesiirsaas mms ��•�,at t - .. I■111. NV _._Y N.— — IW M_/Iaf. I. Neon rl.'.r_I .__ — _ - - -- Ar►.. or =Nam I,/�r v _ a —�II��� J .2 3 .4 3 .4 .7 Al ..1 LO GUTTER FL ' 21 ' - 0 (FEET) LOS ANGELES COUNTY FLOOD CONTROL DISTRICT CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE ■ .0I n- Ina C$ # 7 5 - i c>./0" Q = /S Z /,D s 0, o1 /S Sr/f iD. fi D -= d/ r • ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (::: (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948 -1311 Fax (909) 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * CB# 7 * * DEPTH OF FLOW * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 13:25 5/20/1997 1 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 10.32 2 16.00 10.00 3 16.17 9.50 4 17.50 9.61 5 17.51 9.64 6 40.00 10.09 SUBCHANNEL SLOPE(FEET /FEET) = .011900 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 6.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.04 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.950 SUBCHANNEL FROUDE NUMBER = 1.362 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 13.97 SUBCHANNEL HYDRAULIC OEPTH(FEET) = .15 TOTAL IRREGULAR COMPUTEDIRREGULARACHANNELOFLOW (CFS)N= = 5.50 6.01 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 9.89 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. _,/ 9 8 9_ 9'•� y D•39 C. I3. 1f 9 CU11 OPENING (SUMP) I ' { Given: • (a) Discharge Q /QD = /6 3 CFS (b) Curb type "A -2" "D" 4" Rolled 6" Rolled ‘" ap 2 ` 7°/ • Solution: 11 (depth at opening) • = inches • • h (height of opening) inches H/h = i6 =I /23 . • • • From Chart: Q /ft. of opening = �0 CFS_ Mgr L requ = �J,J / '� = 7� ft. • USE L= ` E6 l ft. • • C • e -31- C. 13 . 11 , /O #// curd.' OPENING (SUMP) Z /, (4 Zfr7 /l- 8 s ¢2.8 Given: (a) Discharge Q_ = We CFS . (b) Curb type "A -2" "D" 4" Rolled 6" Rolled rep e it o l 1 Solution: H (depth at opening) = 8 inches • h {height of opening) = p� inches �.s = 1' I • _ H /h = / L From Chart: Q /ft. of opening = /&. CFS_ C .T ONi ' / - = Z / , /" = /3/3 r ft. L required = / USE L= I * 1 ft- � our s �wo,4; - O6'7Z � T , emu , 9L 6 7# /s Rego. wT� 6pf■/tI SlZi - ,- L 2 s pox e #// .0 .8 . //ile a* 11 /5 DA/ A 7 ._ b e, 4/z/V 1-vc-0 elr Z 7/0 1: 2g ' 5 2 /6,P-4( S oAiTh• 6 so rt) ) Gig# /O /f ( Z( r,€ /t 6 7Og f'/0 -#4TH AecolZQ/VIC 7 S /z6 .0 DPfet/ /,V - 6 . 4 f## Zz 7 � �� � x ¢ = 1 :f I z = 16 :6 4c W W W W W W = 1 = N N N e a ,,2 //• Q= Z )( ¢2e.8/6,/ / 2 z 3212 '. n r n 1 b) L 2 .8 ¢2,62/4x Z = 2.8 efs, c5 4006(1/6-mC7& 0 . 2' GUTTER DEPRESSION _ 1 i I s , -.1,1 1 =• , i 1 SO t ! ' ' so Q # L. �o • Z L I 1 IIIIM 30 Awi fl < 4` fT :o (� �.W.���= .ate AMMO L.a M. wa�� F "- - 11.1.11111=117 = r. "'ii ""�ad //S ����r.�I N�M•rlAl/111I�IO/L'O.. WI V ••� �� //� �j �11. 1111111111I1�MI1�M�t1010MS .P7d /Il1t/11Wap ■ A) if/ �LL - ��II0M1{NYWIMMIII I /InlW.Mtl1I111�YM �j�/ • 7 � •�.�s���r: .am AM :mamma (0 `�( r. IIIIIMMIEMBEINEWMAIISIEWM111110/111.111 S CPc • o - z 20 - / /.S ° __ == _1__ ■ ir1♦ Siti�W inn = MI Ali -- n� =Mr atttla■a,11 ■ �ttaa�tafat• S ut t lar swtJr_m_ � �1�� - rall•�OMOY IMIN■1• .1 2 .3 .4 ....5 3 .T .t .f 1.0 GUTTER FLOW DEPTH 0 (FEET) STREET SLOPE= 0.030 NOTE: Curves between 0=0.67' and 1.0' are not from model test data and will be revised in the future when additional model test data are available. LOS ANGELES COUNTY FLOOD CONTROL DISTRICT CB # /Z /3 .2 i Z Q "" 48 C 2 46 *( /3 s D,a2 D =Q, 0 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON NANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 4.9A Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, Ca 91730 Phone (909) 948-1311 Fax (909) 948-8464 m * * *********x*** ******** DESCRIPTION OF STUDY *********m* ********** *CBI12it13 * * DEPTH OF FLOW 40 -8 t 9t * **** m***M UM** m *mmu * * *m** * ***mm** * *m* *m*mmm** TIME/DATE OF STUDY: 15:11 5/22/1997 * ENTERED INFORMATION FOR SUBCHAN EL NUMBER 1 NODE NUMBER 'X' COORDINATE 'Y' COORDINATE 1 .00 10.14 2 7.00 10.00 3 7.17 9.50 4 8.50 9.61 5 8.51 9.64 27.00 SUBCNANEL SLOPE(FEET /FEET) : .020000 10.01 SUBCHANNEL MANNINGS FRICTION FACTOR : .015000 SU8CHANNEI. FLOW(CFS) = 24.9 SUBCIW*EL FLOW AREA(SOUARE FEET) : 4.94 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 5.039 SUBCHANNEL FROUDE NUMBER : 1.896 SUBCIIAIIEL FLOW TOP-WIDTH(FEET) = 22.50 SUBCHAN EL HYDRAULIC DEPTH(FEET) : .22 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED : - - -~ - 24.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 24.87 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 10.05 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT c r /O i (J S — ` I� 5 = S, / BAN( ELEVATIONS. C . • / 0 • ._ r -... ' - /0 1 _ -1/ - 8 3 - -io - 6 . .8 2 9 4 - 8 -7.5 2 ep 141) -7 • • _' i' 1.0 • - • �.0 .9 • ajL.' s 1 p, .8 5 h ' ' P k . 7 4 V � i 4 0 - o le 3 - / —.4 • J-3.5 ` / Z a - � g' q .oe Q •- .25 -- 3 m •o6 k '—•3 c� . • c - o $ 04 0 .25 • . r .-2.5 r i .0 M 2 - 1 40 k .03 . f • 'N . 02 0 -- •2 a - CI 4 • .0/ 1 - .15 c - _ . 4 tip) + 1- Loco/ Depre'ssw 1(G) - '•2 . — TABLE 11 F c�c's - 30 �' ^�r✓a7 tc.' cccac. f; ci uib 81..rcou a Pl:.G :c • '� A xk ‘ se • cafri i••• to /1 „, •' Cgitg r „ Ceoek ; CO-4- 424 • tri \t1 N. 1 14 % t 4P R I t t ?F . 63/4 tt • LINE " A ". • 1.4 0:15 A tgy .4 i 1 C #6,1, 4 TLC SK ETC,/ f 71 tk if C - 1( MIS /•10 __________. NO NO IliCaSY 7/0# — _ C T/g 6 0 a 2: ^�� ^��� ��� ' � . ��� -- ' '~° = »f��«,�x ��. ��� - "u� C ^ 4" S/ .1/41,.,,E ------'-------'— -----------~�~--'-------'--- -- 41' #1 _-_-- �� _.' ' . -_�~ - �� � ' —_---_---- '_ — _ ,~ , ^?-v _ -------''-- — �������- | ���' l ������ �� x°� _� � �^�� �� :�� ^�� �� u��� r-��v « « ^r, ' ' ,r-ry � -~~- ^ � - �0���- city- ,'_^ ~.~ �»�.�� 4�y�'�~~ ~fior �-- x -- o � . � � � �� _ _ ��^ ,"-=w~��� '~ - - '==t(144w"-- �� ^, - ��� ��� ^oc���w��~.~'.' ��- « '---' '------- ^�^� 9ws. ~�� 1 ) C 4 V14 P 73 11 * ) ...% eg h e 2 /W s zz t .8 ,( 5 • 8 ,. :p g Goor, / /At --- 0, i ---- i "V . , 14Z ) i - 770, F _ ___ ) C, N.04 5-61 IN, , t! NI 4 '.. ttN sy . .;°• 4 0 c): • '''' L- --- ---- 0131'4 _____ __ ____ f"9/P, i .,,,,,_.za., _ , , ____A I . 711 0 7 7 b t /0 W j 4S . z.,tak/zwee ear 3 711-Agte-ae6 W000 /44///eiwe /tydepoc.0. 404 I c eie iOaviveasy 5Z. "5 vf ode tifz #0 Apia, f ealeg r- /5•3 C - - F051 PAGE NO 3 1 WATER SURFACE PROFILE - TITLE CARD LISTING C HEADING LINE NO 1 IS - TR 15709 [Fi1e:15709A] HEADING LINE NO 2 IS - LINE 'A' HEADING LINE NO 3 IS - DESIGN 0 : 0100 c DATE: 6/ 2/1997 TIME: 8:31 FO515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) . Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 4.00 CD 2 4 3.50 CD 3 4 3.00 CD 4 4 2.50 CD 5 4 2.00 CD 6 4 1.75 CD 7 4 1.50 CD 8 2 0 0.00 5.13 14.00 0.00 CD 9 4 2.25 4 c F0515P PAGE NO 2 I WATER SURFACE PROFILE - ELEMENT CARD LISTING C ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 852.00 6.40 1 15.70 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 867.00 7.54 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 913.00 11.04 1 0.013 0.00 60.00 0.00 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1014.95 12.00 1 0.013 0.00 42.00 0.00 0 ELEMENT NO 5 IS A JUNCTION * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1020.45 12.05 1 5 0 0.013 15.3 0.0 13.05 0.00 45.00 0.00 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.34 12.19 1 0.013 0.00 48.00 0.00 0 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1382.48 15.45 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1387.98 15.50 1 0.013 0.00 0.00 0.00 1 ELEMENT NO 9 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1455.92 15.83 1 0.013 0.00 90.00 0.00 0 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1465.15 15.87 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 11 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1535.84 16.21 1 0.013 0.00 90.00 0.00 0 ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1 1605.42 16.54 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 13 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1614.42 16.64 1 3 0 0.013 26.5 0.0 17.39 0.00 30.00 0.00 c la) F0515P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING C ELEMENT NO 14 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1723.34 17.25 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 15 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1751.00 17.40 1 0.013 0.00 26.00 0.00 0 ELEMENT NO 16 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1757.00 18.40 3 9 0 0.013 18.6 0.0 19.03 0.00 51.00 0.00 ELEMENT NO 17 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1794.03 19.31 3 0.013 0.00 64.00 0.00 0 ELEMENT NO 18 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1850.00 20.69 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 19 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2068.03 26.71 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 20 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE MG PT MAN H 2106.47 27.77 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 21 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2111.13 27.82 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 22 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2115.13 27.87 3 0.013 0.00 0.00 0.00 1 ELEMENT NO 23 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2390.00 31.56 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 24 IS A JUNCTION * ; * * $ U/S DATA STATION INVERT SECT LAT-1 LAT -2 N 03 04 INVERT -3 INVERT-4 PHI 3 PHI 4 2391.75 31.58 3 5 0 0.013 9.1 0.0 32.40 0.00 30.00 0.00 c (i) F0515P PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 25 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2422.49 31.99 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 26 IS A JINCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 2427.75 32.04 3 7 6 0.013 7.1 14.7 33.00 33.20 30.00 30.00 ELEMENT NO 27 IS A REACH # * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2495.00 32.94 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 28 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 2495.00 32.94 8 0.200 ELEMENT NO 29 IS A SYSTEM HEADUORKS $ U/S DATA STATION INVERT SECT W S ELEV 2495.00 32.94 8 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV t DC 1 :1:ft) c 4 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TR 15709 (File:15709A) C LINE 'A' DESIGN 0 = 0100 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL IGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD 6RD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR u**x**xtuu# t#utuu****************** **c ********* *** * * ***t#us:**txttu ***M***sutt tux *** * **** **t****ts *t #uxut*ts * *** 852.00 6.40 9.300 15.700 112.1 8.92 1.236 16.936 0.00 3.199 4.00 0.00 0.00 0 0.00 S 15.00 0.07600 .006090 0.09 1.456 0.00 867.00 7.54 8.251 15.791 112.1 8.92 1.236 17.027 0.00 3.199 4.00 0.00 0.00 0 0.00 46.00 0.07609 .006090 0.28 1.455 0.00 913.00 11.04 5.233 16.273 112.1 8.92 1.236 17.509 0.00 3.199 - 4.00 0.00 0.00 0 0.00 101.95 0.00942 .006090 0.62 2.716 0.00 1014.95 12.00 5.063 17.063 112.1 8.92 1.236 18.299 0.00 3.199 4.00 0.00 0.00 0 0.00 JUNCT STR 0.00909,4/A /c "9 G iftrADL. .005315 0.03 0.00 1020.45 12.05 5.541 CEFD 96.8 7.70 0.921 18.512 0.00 2.982 4.00 0.00 0.00 0 0.00 14.89 0.00940 .004541 0.07 2.454 0.00 1035.34 12.19 5.603 17.793 96.8 7.70 0.921 18.714 0.00 2.982 4.00 0.00 0.00 0 0.00 330.50 0.00939 .004510 1.49 2.455 0.00 1365.84 15.29 4.000 19.294 96.8 7.70 0.921 20.215 0.00 2.982 4.00 0.00 0.00 0 0.00 16.64 0.00939 .004255 0.07 2.455 0.00 1382.48 15.45 3.901 19.351 96.8 7.75 0.933 20.284 0.00 2.982 4.00 0.00 0.00 0 0.00 5.50 0.00909 .004006 0.02 2.481 0.00 1387.98 15.50 3.867 19.367 96.8 7.78 0.941 20.308 0.00 2.982 4.00 0.00 0.00 0 0.00 67.94 0.00486 .003956 0.27 3.165 0.00 1455.92 15.83 3.785 19.615 96.8 7.87 0.961 20.576 0.00 2.982 4.00 0.00 0.00 0 0.00 9.23 0.00433 .003928 0.04 3.370 0.00 1465.15 15.87 3.780 19.650 96.8 7.87 0.962 20.612 0.00 2.982 4.00 0.00 0.00 0 0.00 70.69 0.00481 .003933 0.28 3.180 0.00 c ((-!i) LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 2 WATER SURFACE PROFILE LISTING TR 15709 [File:15709A] LINE 'A' �. DESIGN 0 = 0100 STATION 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 ZR runutrttt *tuna ********* :t **ttx tut******* unt**ttt************ 11*** t*t*x* t **muumu******** ******:xtt*****t s tm ** 1535.84 16.21 3.690 19.900 96.8 7.99 0.991 20.891 0.00 2.982 4.00 0.00 0.00 0 0.00 69.58 0.00474 .003967 0.28 3.203 0.00 1605.42 16.54 3.602 20.142 96.8 8.12 1.024 21.166 0.00 2.982 4.00 0.00 0.00 0 0.00 JUNCT STR 0.01111 LAT " 4g;# CONTROL .003196 0.03 0.00 1614.42 16.64 4.310 20.950 70.3 5.59 0.486 21.436 0.00 2.535 4.00 0.00 0.00 0 0.00 96.64 0.00560 .002379 0.23 2.358 0.00 1711.06 17.18 4.000 21.181 70.3 5.59 0.486 21.667 0.00 2.535 4.00 0.00 0.00 0 0.00 12.28 0.00560 .002281 0.03 2.358 0.00 1723.34 17.25 3.956 21.206 70.3 5.61 0.4:4 21.694 0.00 2.535 4.00 0.00 0.00 0 0.00 2.38 0.00542 .002190 0.01 2.383 0.00 1725.72 17.26 3.947 21.210 70.3 5.61 0.4:4 21.698 0.00 2.535 4.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1725.72 17.26 1.562 18.825 70.3 15.46 3.712 22.537 0.00 2.535 4.00 0.00 0.00 0 0.00 9.17 0.00542 .023850 0.22 2.383 0.00 1734.89 17.31 1.532 18.845 70.3 15.86 3.907 22.752 0.00 2.535 4.00 0.00 0.00 0 0.00 16.11 0.00542 .026420 0.43 2.383 0.00 1751.00 17.40 1.480 18.880 70.3 16.64 4.299 23.179 0.00 2.535 4.00 0.00 0.00 0 0.00 JUNCT STR 0.16667 IA 05 a 1 .026787 0.16 0.00 1757.00 18.40 1.476 (T9.876) 51.7 14.94 3.465 23.341 0.00 2.339 3.00 0.00 0.00 0 0.00 37.03 0.02457 .025663 0.95 1.490 0.00 1794.03 19.31 1.467 20.777 51.7 15.05 3.516 24.293 0.00 2.339 3.00 0.00 0.00 0 0.00 55.97 0.02466 .026534 1.49 1.490 0.00 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 3 WATER SURFACE PROFILE LISTING TR 15709 (File:15709A] DISI 'A' C DESIGN 0 = 0100 STATION 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 1 ' L /ELEM SO SF AVE HF NORM DEPTH ZR *****************um rs*************** **** * * * * **uu * *** * *** * * * * * ****tas * u******** uu******* * * * *u * * * * * * * ******* * * * *u** * *** ** 1850.00 20.69 1.447 22.137 51.7 15.31 3.642 25.779 0.00 2.339 3.00 0.00 0.00 0 0.00 20.90 0.02761 .0270:4 0.57 1.440 0.00 1870.90 21.27 1.449 22.716 51.7 15.28 3.627 26.343 0.00 2.339 3.00 0.00 0.00 0 0.00 124.18 0.02761 .025398 3.15 1.440 0.00 1995.08 24.70 1.504 26.200 51.7 14.57 3.297 29.497 0.00 2.339 3.00 0.00 0.00 0 0.00 46.13 0.02761 .022370 1.03 1.440 0.00 2041.21 25.97 1.562 27.531 51.7 13.89 2.998 30.529 0.00 2.339 3.00 0.00 0.00 0 0.00 26.82 0.02761 .019720 0.53 1.440 0.00 2068.03 26.71 1.623 28.333 51.7 13.25 2.725 31.058 0.00 2.339 3.00 0.00 0.00 0 0.00 14.13 0.02757 .017660 0.25 1.440 0.00 2082.16 27.10 1.670 28.770 51.7 12.78 2.538 31.308 0.00 2.339 3.00 0.00 0.00 0 0.00 14.06 0.02757 .015854 0.22 1.440 0.00 2096.22 27.49 1.736 29.223 51.7 12.19 2.308 31.531 0.00 2.339 3.00 0.00 0.00 0 0.00 10.25 0.02757 .014014 0.14 1.440 0.00 2106.47 27.77 1.807 29.577 51.7 11.62 2.098 31.675 0.00 2.339 3.00 0.00 0.00 0 0.00 4.66 0.01073 .013232 0.06 1.934 0.00 2111.13 27.82 1.800 29.620 51.7 11.67 2.116 31.736 0.00 2.339 3.00 0.00 0.00 0 0.00 4.00 0.01250 .013327 0.05 1.837 0.00 2115.13 27.87 1.798 29.668 51.7 11.69 2.122 31.790 0.00 2.339 3.00 0.00 0.00 0 0.00 74.07 0.01342 .013282 0.98 1.794 0.00 2189.20 28.86 1.804 30.668 51.7 11.64 2.104 32.772 0.00 2.339 3.00 0.00 0.00 0 0.00 121.59 0.01342 .012460 1.52 1.794 0.00 1 , c 1 1 0 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 4 WATER SURFACE PROFILE LISTING TR 15709 (File :15709A] LINE 'A' DESIGN Q = 0100 + STATION 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/2EM SO SF AVE HF NORM DEPTH ZR **************************************************************************************************** ** * *** * * * * *** **** * **** * * * * * * * ** I 2310.79 30.50 1.878 32.375 51.7 11.10 1.914 34.289 0.00 2.339 3.00 0.00 0.00 0 0.00 39.92 0.01342 .011047 0.44 1.794 0.00 2350.71 31.03 1.957 32.989 51.7 10.58 1.739 34.728 0.00 2.339 3.00 0.00 0.00 0 0.00 20.52 0.01342 .009813 0.20 1.794 0.00 2371.23 31.31 2.041 33.349 51.7 10.09 1.581 34.930 0.00 2.339 3.00 - 0.00 0.00 0 0.00 11.25 0.01342 .008738 0.10 1.794 0.00 2382.48 31.46 2.132 33.591 51.7 9.62 1.438 35.029 0.00 2.339 3.00 0.00 0.00 0 0.00 5.82 0.01342 .007807 0.05 1.794 0.00 2388.30 31.54 2.230 33.767 51.7 9.17 1.307 35.074 0.00 2.339 3.00 0.00 0.00 0 0.00 1.70 0.01342 .007001 0.01 1.794 0.00 2390.00 31.56 2.339 33.899 51.7 8.74 1.187 35.086 0.00 2.339 3.00 0.00 0.00 0 0.00 JUNCT SIR 0.01143 L,4-7.. "4 C �lirgOL 90 354 0.01 0.00 2391.75 31.58 3.154 42.6 6.03 0.564 35.298 0.00 2.126 3.00 0.00 0.00 0 0.00 16.58 0.01334 .004047 0.07 1.592 0.00 2408.33 31.80 3.000 34.801 42.6 6.03 0.564 35.365 0.00 2.126 3.00 0.00 0.00 0 0.00 14.16 0.01334 .003772 0.05 1.592 0.00 2422.49 31.99 2.840 N 34.830 42.6 6.15 0.588 35.418 0.00 2.126 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00951,.L} ? X- .002251 0.01 0.00 2427.75 32.04 3.239 41130 20.8 2.94 0.134 35.413 0.00 1.465 3.00 0.00 0.00 0 0.00 1 19.24 0.01338 .000965 0.02 1.063 0.00 2446.99 32.30 3.000 35.298 20.8 2.94 0.134 35.432 0.00 1.465 3.00 0.00 0.00 0 0.00 21.19 0.01338 .000904 0.02 1.063 0.00 1 :::: 0 1 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 5 WATER SURFACE PROFILE LISTING TR 15709 (File:15709A) LINE 'A' DESIGN 0 = 0100 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV WTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR t# t# t##ttt##tt######**** 1##: tx#$##*##:** 1######x*::xtxt::s:######*** xtumx:t* xuux##:t# t #3uu # # # *tzzs #u : # * # # ## ##*# #x# # #s 2468.18 32.58 2.721 35.302 20.8 3.09 0.148 35.450 0.00 1.465 3.00 0.00 0.00 0 0.00 11.70 0.01338 .000880 0.01 1.063 0.00 2479.88 32.74 2.560 35.298 20.8 3.24 0.163 35.461 0.00 1.465 3.00 0.00 0.00 0 0.00 9.39 0.01338 .000953 0.01 1.063 0.00 2489.27 32.86 2.427 35.290 20.8 3.39 0.179 35.469 0.00 1.465 3.00- 0.00 0.00 0 0.00 5.73 0.01338 .001032 0.01 1.063 0.00 2495.00 32.94 2.344 35.284 20.8 3.51 0.191 35.475 0.00 1.465 3.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 2495.00 32.94 2.693 35.633 20.8 0.55 0.005 35.638 0.00 0.409 5.13 14.00 0.00 0 0.00 VID F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 15709 [File:815709] 1 HEADING LINE NO 2 IS - I LINE 'B' HEADING LItE NO 3 IS - DESIGN 0 = 0100 0 GATE: 6/ 4/1997 TIME: 15:34 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y( 1 ) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y( 9 ) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 4.00 CD 2 4 3.50 CD 3 4 3.00 CD 4 4 2.50 CD 5 4 2.25 CD 6 4 1.75 CO 7 4 1.50 CD 8 2 0 0.00 6.30 14.00 0.00 1 157 ' F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 782.58 13.78 1 17.78 ELEMENT NO 2 IS A REACH t t * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANC PT MAN H 990.00 15.90 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION t t * * t t t U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT-4 PHI 3 PHI 4 991.50 15.92 1 7 0 0.013 10.6 0.0 17.17 0.00 29.56 0.00 ELEMENT NO 4 IS A REACH t * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1000.00 16.00 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH t t * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1018.08 16.18 1 0.013 0.00 23.02 0.00 0 ELEMENT NO 6 IS A JUNCTION t * * * * t t U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT -3 INVERT-4 PHI 3 PHI 4 1020.58 16.21 1 4 0 0.013 32.2 0.0 16.% 0.00 29.56 0.00 ELEMENT NO 7 IS A REACH : * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1031.82 16.32 1 0.013 0.00 21.00 0.00 0 ELEMENT NO 8 IS A JUNCTION t * * * t t t U/S DATA STATION INVERT SECT LAT -1 LAT-2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1037.32 16.82 2 3 0 0.013 42.8 0.0 17.07 0.00 29.29 0.00 ELEMENT NO 9 IS A REACH t * t U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1043.89 16.93 2 0.013 0.00 11.86 0.00 0 ELEMENT NO 10 IS A REACH t t * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1184.74 19.36 2 0.013 0.00 0.00 0.00 0 ELEMENT NO 11 IS A JUNCTION t t t t t t t U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT-3 INVERT -4 PHI 3 PHI 4 1187.09 19.40 2 5 0 0.013 23.0 0.0 20.03 0.00 45.00 0.00 j I i ! c 1 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING C ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1208.30 19.77 2 0.013 0.00 30.00 0.00 0 ELEMENT NO 13 IS A REACH # * i U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1250.24 20.49 2 0.013 0.00 0.00 0.00 0 ELEMENT NO 14 IS A WALL ENTRANCE $ U/S DATA STATION INVERT SECT FP 1250.24 20.49 8 0.200 ELEMENT NO 15 IS A SYSTEM IEAOWORKS U/S DATA STATION INVERT SECT W S ELEV 1250.24 20.49 8 0.00 NO EDIT ERRORS ENCOUNTERED-COMUTATION IS NOW BEGINNING - - ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV t DC 1 1 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TR 15709 (File :615109 LINE 70 1 DESIGN 0 = 0100 STATION 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 FIF NORM DEPTH ZR { ** m*************************************************** u** u* u********uu**************** u * **** * *** * * * *** * **.umn **m*** * ** 782.58 13.78 4.000 17.780 131.6 10.47 1.703 19.483 0.00 3.428 4.00 0.00 0.00 0 0.00 0.00 0.01022 .008337 0.00 2.983 0.00 782.58 13.78 4.000 17.780 131.6 10.47 1.703 19.483 0.00 3.428 4.00 0.00 0.00 0 0.00 45.63 0.01022 .007806 0.36 2.983 0.00 828.21 14.25 3.852 18.098 131.6 10.60 1.744 19.842 0.00 3.428 4.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1 828.21 14.25 3.027 17.273 131.6 12.90 2.583 19.856 0.00 3.428 4.00 0.00 0.00 0 0.00 i 94.28 0.01022 .009663 0.91 2.983 0.00 1 922.49 15.21 3.090 18.300 131.6 12.63 2.477 20.777 0.00 3.428 4.00 0.00 0.00 0 0.00 55.36 0.01022 .008988 0.50 2.983 0.00 1 977.85 15.78 3.247 19.023 131.6 12.04 2.252 21.275 0.00 3.428 4.00 0.00 0.00 0 0.00 12.15 0.01022 .008175 0.10 2.983 0.00 990.00 15.90 3.428 19.328 131.6 11.48 2.046 21.374 0.00 3.428 4.00 0.00 0.00 0 0.00 JUNKY STR 0.01333 .007454 0.01 0.00 991.50 15.92 4.170 20.090 121.0 9.63 1.440 21.530 0.00 3.310 4.00 0.00 0.00 0 0.00 8.50 0.00941 .007096 0.06 2.:.:0 0.00 I 1000.00 16.00 4.150 20.150 121.0 9.63 1.440 21.590 0.00 3.310 4.00 0.00 0.00 0 0.00 18.08 0.00996 .007096 0.13 2.817 0.00 1018.08 16.18 4.244 20.424 121.0 9.63 1.440 21.864 0.00 3.310 4.00 0.00 0.00 0 0.00 JUNCT STR 0.01200 .005459 0.01 0.00 1020.58 16.21 5.102 21.312 :':.8 7.07 0.775 22.087 0.00 2.857 4.00 0.00 0.00 0 0.00 11.24 0.00979 .003822 0.04 2.290 0.00 i C 1 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 2 WATER SURFACE PROFILE LISTING TR 15709 (File:815709) DIS 'B' DESI GN 0 = 0100 STATION 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 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxuxuxxuxxuu*xxuxuuuu ni u*** uu* uuxx *xx *u *** *******x *x*xxuxxx*x 1031.82 16.32 5.110 21.430 : :.8 7.07 0.775 22.205 0.00 2.857 4.00 0.00 0.00 0 0.00 JUNCT STR 0.09091 .002956 0.02 0.00 1037.32 16.82 5.134 21.954 46.0 4.78 0.355 22.309 0.00 2.116 3.50 0.00 0.00 0 0.00 6.57 0.01674 .002090 0.01 1.436 0.00 1043.89 16.93 5.064 21.994 46.0 4.78 0.355 22.349 0.00 2.116 3.50 0.00 0.00 0 0.00 103.15 0.01725 .002075 0.21 1.424 0.00 1147.04 18.71 3.500 22.210 46.0 4.78 0.355 22.565 0.00 2.116 3.50 0.00 0.00 0 0.00 18.84 0.01725 .001945 0.04 1.424 0.00 1165.:: 19.04 3.175 22.210 46.0 5.01 0.390 22.600 0.00 2.116 3.50 0.00 0.00 0 0.00 9.70 0.01725 .001893 0.02 1.424 0.00 1175.58 19.20 2.987 22.189 46.0 ' 5.26 0.430 22.619 0.00 2.116 3.50 0.00 0.00 0 0.00 7.43 0.01725 .002048 0.02 1.424 0.00 1183.01 19.33 2.831 22.161 46.0 5.52 0.473 22.634 0.00 2.116 3.50 0.00 0.00 0 0.00 1.73 0.01725 .002169 0.00 1.424 0.00 1184.74 19.36 2.793 22.153 46.0 5.59 0.485 22.638 0.00 2.116 3.50 0.00 0.00 0 0.00 MCI STR 0.01702 .001330 0.00 0.00 1187.09 19.40 3.132 22.532 23.0 2.53 0.100 22.632 0.00 1.473 3.50 0.00 0.00 0 0.00 10.01 0.01744 .000480 0.00 0.984 0.00 1197.10 19.57 2.952 22.527 23.0 2.66 0.110 22.637 0.00 1.473 3.50 0.00 0.00 0 0.00 8.28 0.01744 .000522 0.00 0.984 . 0.00 .1205.38 19.72 2.801 22.520 23.0 2.79 0.121 22.641 0.00 1.473 3.50 0.00 0.00 0 0.00 2.92 0.01744 .000557 0.00 0.984 0.00 1 w LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 3 WATER SURFACE PROFILE LISTING TR 15709 (File:315709J 1::::: DESIGN 'B' DESIGN 0 = 0100 STATION 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 xuu * * * *x * * *u * *uuxxxru ********** x** x*************** u******** xx** xx*u ux*** xxxxuu nm *ux*u** ** **u* * ** * *x* *** * **** ** 1208.30 19.77 2.747 22.517 23.0 2.84 0.125 22.642 0.00 1.473 3.50 0.00 0.00 0 0.00 6.98 0.01717 .000599 0.00 0.990 0.00 1215.28 19.89 2.619 22.509 23.0 2.98 0.138 22.647 0.00 1.473 3.50 0.00 0.00 0 0.00 6.19 0.01717 .000668 0.00 0.990 0.00 1221.47 20.00 2.503 22.499 23.0 3.12 0.151 22.650 0.00 1.473 3.50 0.00 0.00 0 0.00 5.60 0.01717 .000748 0.00 0.990 0.00 1227.07 20.09 2.396 22.4:: 23.0 3.28 0.167 22.655 0.00 1.473 3.50 0.00 0.00 0 0.00 5.04 0.01717 .000839 0.00 0.990 0.00 1232.11 20.18 2.297 22.476 23.0 3.44 0.183 22.659 0.00 1.473 3.50 0.00 0.00 0 0.00 4.60 0.01717 .000944 0.00 0.990 0.00 1 1236.71 20.26 2.204 22.462 23.0 3.60 0.202 22.664 0.00 1.473 3.50 0.00 0.00 0 0.00 4.15 0.01717 .001064 0.00 0.990 0.00 1240.86 20.33 2.117 22.446 23.0 3.78 0.222 22.668 0.00 1.473 3.50 0.00 0.00 0 0.00 3.81 0.01717 .001203 0.00 0.990 0.00 1244.67 20.39 2.034 22.428 23.0 3.96 0.244 22.672 0.00 1.473 3.50 0.00 0.00 0 0.00 3.39 0.01717 .001360 0.00 0.990 0.00 1248.06 20.45 1.956 22.409 23.0 4.16 0.268 22.677 0.00 1.473 3.50 0.00 0.00 0 0.00 2.18 0.01717 .001512 0.00 0.990 0.00 1250.24 20.49 1.903 22.393 23.0 4.30 0.287 22.680 0.00 1.473 3.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 .1250.24 20.49 2.385 22.875 23.0 0.69 0.007 22. :; 0.00 0.438 6.30 14.00 0.00 0 0.00 { i i I e F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ' TRACT NO. 15709 [File :115709J HEADING LINE NO 2 IS - LATERAL '1' HEADING LINE NO 3 IS - DESIGN 0 = 0100 { 1 • DATE: 5/27/1997 TIME: 10:54 F0515P WATER SURFACE PROFILE - CHANI€L DEFINITION LISTING PAGE 1 CARD SECT CM NO OF AVE PIER MIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.75 CD 2 4 1.50 CD 3 2 0 0.00 4.50 11.00 0.00 I C F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT LARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * t * U/S DATA STATION INVERT SECT W S ELEV 1.50 33.00 1 35.28 ELEMENT NO 2 IS A REACH t * t U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 31.00 33.44 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH t * t U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 47.00 33.68 1 0.013 0.00 59.00 0.00 0 ELEMENT NO 4 IS A (EACH t t * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 200.00 36.00 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH t * t U/S DATA STATION INVERT SECT • N RADIUS ANGLE ANG PT MAN H 368.00 37.61 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH t t t i U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 436.00 38.26 1 0.013 0.00 90.00 0.00 0 ELEMENT NO 1 IS A U D t t t DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 440.00 38.30 1 0.013 0.00 0.00 0.00 1 ELEMENT NO 8 IS A REACH t t t U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ■ 628.00 40.10 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A REACH t t t U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 775.00 43.01 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 10 IS A REACH t t * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H i 797.00 43.45 1 0.013 0.00 29.00 0.00 0 ELEMENT NO 11 IS A REACH t * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 845.00 44.40 1 0.013 0.00 0.00 0.00 0 i ELEMENT NO 12 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 845.00 44.40 3 0.200 ELEMENT NO 13 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W 5 ELEV 845.00 44.40 3 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION I5 NOW BEGINNING ** WARNING NO. 2 tt - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC (i 1 LICENSEE: MADOLE if ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:115709) LATERAL '1' DESIGN 0 = 0100 (:::: STATION INVERT ELEV ELEV 0 VEL HEAD GRD �Y EL E EV ER CRITICAL DIA ID NO/ ZL P NO R AVBPR 1 L/ELEM SO SF AVE HF NORM DEPTH ZR ########################################################################################## it###### ###### # ######## # ### # # # ##### # # ## i 1.50 33.00 2.280 35.280 14.7 6.11 0.580 35.860 0.00 1.422 1.75 0.00 0.00 0 0.00 29.50 0.01491 .008607 0.25 1.140 0.00 31.00 33.44 2.094 35.534 14.7 6.11 0.580 36.114 0.00 1.422 1.75 0.00 0.00 0 0.00 16.00 0.01500 .008607 0.14 1.140 0.00 47.00 33.68 2.086 35.766 14.7 6.11 0.580 36.346 0.00 1.422 1.75 0.00 0.00 0 0.00 51.18 0.01516 .008520 0.44 1.131 0.00 98.18 34.46 1.750 36.206 14.7 6.11 0.580 36.786 0.00 1.422 1.75 0.00 0.00 0 0.00 1.21 0.01516 .008520 0.01 1.131 0.00 99.39 34.47 1.750 36.224 14.7 6.11 0.580 36.804 0.00 1.422 1.75 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 99.39 34.47 1.135 35.609 14.7 8.90 1.231 36.840 0.00 1.422 1.75 0.00 0.00 0 0.00 J 6.93 0.01516 .015062 0.10 1.131 0.00 106.32 34.58 1.139 35.719 14.7 8.87 1.221 36.940 0.00 1.422 1.75 0.00 0.00 0 0.00 61.64 0.01516 .014157 0.87 1.131 0.00 167.96 35.51 1.188 36.702 14.7 8.46 1.111 37.813 0.00 1.422 1.75 0.00 0.00 0 0.00 19.11 0.01516 .012602 0.24 1.131 0.00 187.07 35.80 1.240 37.044 14.7 8.06 1.010 38.054 0.00 1.422 1.75 0.00 0.00 0 0.00 8.:': 0.01516 .011253 0.10 1.131 0.00 195.95 35.94 1.297 37.236 14.7 7.69 0.918 38.154 0.00 1.422 1.75 0.00 0.00 0 0.00 4.05 0.01516 .010094 0.04 1.131 0.00 200.00 36.00 1.360 37.360 14.7 7.33 0.834 38.194 0.00 1.422 1.75 0.00 0.00 0 0.00 . 168.00 0.00958 .009561 1.61 1.360 0.00 1 ::::: (ii!) LICENSEE: MADOLE & ASSOCIATES (R.C.] F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:115709] 1 LATERAL '1' DESIGN 0 = 0100 C STATION 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 N0. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ************************************************************************************************** * *** * * * * ************uu *** * * * * ** 368.00 37.61 1.360 38.970 14.7 7.33 0.834 39.804 0.00 1.422 1.75 0.00 0.00 0 0.00 39.56 0.00956 .009561 0.38 1.360 0.00 407.56 37.99 1.360 39.348 14.7 7.33 0.834 40.182 0.00 1.422 1.75 0.00 0.00 0 0.00 28.44 0.00956 .009611 0.27 1.360 0.00 436.00 38.26 1.353 39.613 14.7 7.36 0.842 40.455 0.00 1.422 1.75 0.00 0.00 0 0.00 4.00 0.01000 .009611 0.04 1.330 0.00 440.00 38.30 1.360 39.660 14.7 7.33 0.834 40.494 0.00 1.422 1.75 0.00 0.00 0 0.00 54.45 0.00957 .009561 0.52 1.360 0.00 494.45 38.82 1.360 40.181 14.7 7.33 0.834 41.015 0.00 1.422 1.75 0.00 0.00 0 0.00 32.66 0.00957 .009681 0.32 1.360 0.00 527.11 39.13 1.344 40.478 14.7 7.41 0.853 41.331 0.00 1.422 1.75 0.00 0.00 0 0.00 31.08 0.00957 .010358 0.32 1.360 0.00 1 558.19 39.43 1.283 40.715 14.7 7.78 0.939 41.654 0.00 1.422 1.75 0.00 0.00 0 0.00 19.07 0.00957 .011561 0.22 1.360 0.00 577.26 39.61 1.227 40.841 14.7 8.15 1.032 41.873 0.00 1.422 1.75 0.00 0.00 0 0.00 15.18 0.00957 .012952 0.20 1.360 0.00 592.44 39.76 1.175 40.935 14.7 8.55 1.136 42.071 0.00 1.422 1.75 0.00 0.00 0 0.00 13.17 0.00957 .014554 0.19 1.360 0.00 605.61 39.89 1.127 41.013 14.7 8.97 1.249 42.262 0.00 1.422 1.75 0.00 0.00 0 0.00 11.72 0.00957 .016397 0.19 1.360 0.00 617.33 40.00 1.082 41.080 14.7 9.41 1.375 42.455 0.00 1.422 1.75 0.00 0.00 0 0.00 . 10.67 0.00957 .018509 0.20 1.360 0.00 i ei LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 3 WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:115709] I LATERAL '1' DESIGN 0 = 0100 , 1::::: STATION 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 1 *******************ttt##********utt*ts#****z*******xu*txu********.*:**********t t :u * #u*xustut** ******M**t ****** t Ut*** 628.00 40.10 1.040 41.140 14.7 9.87 1.511 42.651 0.00 1.422 1.75 0.00 0.00 0 0.00 78.89 0.01980 .019637 1.55 1.040 0.00 706.89 41.66 1.040 42.702 14.7 9.87 1.511 44.213 0.00 1.422 1.75 0.00 0.00 0 0.00 68.11 0.01980 .018995 1.29 1.040 0.00 775.00 43.01 1.063 44.073 14.7 9.61 1.433 45.506 0.00 1.422 1.75 0.00 0.00 0 0.00 22.00 0.02000 .017773 0.39 1.031 0.00 797.00 43.45 1.087 44.537 14.7 9.37 1.363 45.900 0.00 1.422 1.75 0.00 0.00 0 0.00 0.50 0.01979 .017153 0.01 1.040 0.00 797.50 43.46 1.087 44.547 14.7 9.35 1.358 45.905 0.00 1.422 1.75 0.00 0.00 0 0.00 21.29 0.01979 .016152 0.34 1.040 0.00 818.79 43.:: 1.133 45.014 14.7 8.92 1.235 46.249 0.00 1.422 1.75 0.00 0.00 0 0.00 11.62 0.01979 .014349 0.17 1.040 0.00 I 830.41 44.11 1.182 45.293 14.7 8.50 1.122 46.415 0.00 1.422 1.75 0.00 0.00 0 0.00 7.14 0.01979 .012774 0.09 1.040 0.00 837.55 44.25 1.234 45.486 14.7 8.11 1.021 46.507 0.00 1.422 1.75 0.00 0.00 0 0.00 4.38 0.01979 .011401 0.05 1.040 0.00 841.93 44.34 1.290 45.629 14.7 7.73 0.928 46.557 0.00 1.422 1.75 0.00 0.00 0 0.00 1 2.33 0.01979 .010219 0.02 1.040 0.00 844.26 44.38 1.352 45.737 14.7 7.37 0.843 46.580 0.00 1.422 1.75 0.00 0.00 0 0.00 0.74 0.01979 .009209 0.01 1.040 0.00 845.00 44.40 1.422 45.822 14.7 7.02 0.766 46.588 0.00 1.422 1.75 0.00 0.00 0 0.00 . WALL ENTRANCE 0.00 1 C (ei7) LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 4 WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:115709) LATERAL '1' DESIGN 0 = 0100 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR ************************************ u**********************t**t*****t utu******u* utt*mu umutut * ****t* * * * * ***u **** * * * * ** 845.00 44.40 2.765 47.165 14.7 0.48 0.004 47.169 0.00 0.381 4.50 11.00 0.00 0 0.00 I i F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS TRACT NO. 15709 [File:215709] LEADING LINE NO 2 IS - LATERAL '2' HEADING LINE NO 3 IS - DESIGN 0 : 0100 1 DATE: 5/ 9/1997 TIME: 13:27 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE A ZR INY Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 2 4 1.50 CD 3 2 0 0.00 4.50 10.00 0.00 1 1 11 1 1 F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * t U/S DATA STATION INVERT SECT W S ELEV 0.00 32.00 1 36.43 ELEMENT NO 2 IS A REACH t * t U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 60.00 34.00 1 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE t U/S DATA STATION INVERT SECT FP 60.00 34.00 3 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORKS t t U/S DATA STATION INVERT SECT W S ELEV 60.00 34.00 3 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING u WARNING N0. 2 tt - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MADOLE & ASSOCIATES IR.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:215709] / loomft.% LATERAL '2' DESIGN 0 : 0100 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ 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 uuuuuuxuusuatus usususuuumnru us umm*usuusus 0.00 32.00 4.430 36.430 21.6 4.40 0.301 36.731 0.00 1.580 2.50 0.00 0.00 0 0.00 60.00 0.03333 .003216 0.19 0.955 0.00 60.00 34.00 2.623 36.623 21.6 4.40 0.301 36.924 0.00 1.580 2.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 60.00 34.00 3.211 37.211 21.6 0.67 0.007 37.218 0.00 0.525 4.50 10.00 0.00 0 0.00 F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEAOING LINE NO 1 IS - C TRACT NO. 15709 (File:3157091 LEADING LINE NO 2 IS - LATERAL '3' LEADING LINE NO 3 IS - DESIGN 0 = 0100 69 DATE: 5/27/1997 TIME: 9 :41 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) ¥(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.75 CD 2 4 1.50 CD 3 2 0 0.00 4.50 10.00 0.00 c 1 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1.50 33.00 2 35.28 ELEMENT NO 2 IS A REACH t t * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 68.00 34.17 2 0.014 0.00 0.00 0.00 0 { ELEMENT NO 3 I5 A WALL ENTRANCE t U/S DATA STATION INVERT SECT FP 68.00 34.17 3 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORKS t s U/S DATA STATION INVERT SECT W $ ELEV 68.00 34.17 3 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 t* - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC c LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:315709] LATERAL '3' DESIGN 0 = 0100 STATION 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 50 SF AVE HF NORM DEPTH ZR **************************************************************************************************** * * *** * * * * * * * * * * * * * * * * * * * * * * * * ** 1.50 33.00 2.280 35.280 7.8 4.41 0.303 35.583 0.00 1.082 1.50 0.00 0.00 0 0.00 66.50 0.01759 .006395 0.43 0.840 0.00 68.00 34.17 1.535 35.705 7.8 4.41 0.303 36.008 0.00 1.082 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 68.00 34.17 2.136 36.306 7.8 0.37 0.002 36.308 0.00 0.266 4.50 10.00 0.00 0 0.00 (220) F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - C TRACT NO. 15709 [File:415709] HEADING LINE NO 2 IS - LATERAL '4' HEADING LINE NO 3 IS - DESIGN 0 = 0100 1 1 i ] 1 1 DATE: 5/27/1997 TIME: 9:14 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) ) C CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.75 CD 2 4 1.50 CO 3 2 0 0.00 4.50 14.00 0.00 ( a.) c F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT W S ELEV 1.50 32.40 1 34.73 ELEMENT NO 2 IS A REACH s * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 26.00 33.41 1 0.014 0.00 0.00 0.00 0 i ELEMENT NO 3 IS A WALL ENTRANCE # U/S DATA STATION INVERT SECT FP 26.00 33.41 3 0.200 ELEMENT NO 4 1S A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 26.00 33.41 3 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION I5 NOW BEGINNING u WARNING N0. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN NG (DS, W.S.ELEV = INV + CC 6 c LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:415709] LATERAL '4' DESIGN 0 = 0100 1 C STATION 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 50 SF AVE HF NORM DEPTH ZR ***************************** *** ******Y * * * * * * * * * * * * *tsu** *** ************** Mis**tt#**** U*** *** *******ttx #ust *tttssu* * *** ** 1.50 32.40 2.330 34.730 10.0 4.16 0.268 34.998 0.00 1.178 1.75 0.00 0.00 0 0.00 15.84 0.04122 .004573 0.07 0.700 0.00 17.34 33.05 1.750 34.803 10.0 4.16 0.268 35.071 0.00 1.178 1.75 0.00 0.00 0 0.00 3.66 0.04122 .004282 0.02 0.700 0.00 21.00 33.20 1.587 34.791 10.0 4.36 0.295 35.086 0.00 1.178 1.75 0.00 0.00 0 0.00 1.74 0.04122 .004181 0.01 0.700 0.00 22.74 33.28 1.493 34.769 10.0 4.57 0.325 35.094 0.00 1.178 1.75 0.00 0.00 0 0.00 ! 1.24 0.04122 .004526 0.01 0.700 0.00 23.98 33.33 1.415 34.742 10.0 4.80 0.357 35.099 0.00 1.178 1.75 0.00 0.00 0 0.00 0.89 0.04122 .004979 0.00 0.700 0.00 24.87 33.36 1.347 34.711 10.0 5.03 0.393 35.104 0.00 1.178 1.75 0.00 0.00 0 0.00 0.61 0.04122 .005526 0.00 0.700 0.00 25.48 33.39 1.286 34.675 10.0 5.28 0.432 35.107 0.00 1.178 1.75 0.00 0.00 0 0.00 0.24 0.04122 .006171 0.00 0.700 0.00 25.72 33.40 1.230 34.629 10.0 5.54 0.476 35.105 0.00 1.178 1.75 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 25.72 33.40 1.083 34.482 10.0 6.40 0.636 35.118 0.00 1.178 1.75 0.00 0.00 0 0.00 0.17 0.04122 .008785 0.00 0.700 0.00 25.89 33.41 1.128 34.534 10.0 6.10 0.577 35.111 0.00 1.178 1.75 0.00 0.00 0 0.00 0.11 0.04122 .007784 0.00 0.700 0.00 26.00 33.41 1.178 34.588 10.0 5.81 0.524 35.112 0.00 1.178 1.75 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 c (5) LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. LATERAL 4 15709 [File:415709) DESIGN 0 = 0100 STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ Z. NO AVER ELEV FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ************************************************************* u*** u******* u********u*********** ** **** * * ******** * ****u** *u * * * ** 26.00 33.41 1.992 35.402 10.0 0.36 0.002 35.404 0.00 0.251 4.50 14.00 0.00 0 0.00 c F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT NO. 15709 (File :515709] HEADING LINE NO 2 IS - i LATERAL '5' HEADING LINE NO3IS- DESIGN 0 = 0100 { DATE: 5/27 /1997 TIME: 12: 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE IL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) C CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CO 1 4 2.25 CD 2 4 1.50 CD 3 2 0 0.00 4.49 14.00 0.00 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 2.25 19.03 1 19..: ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 45.00 20.00 1 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE t U/S DATA STATION INVERT SECT FP 45.00 20.00 3 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORKS x t U/S DATA STATION INVERT SECT W S ELEV 45.00 20.00 3 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING 1* WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV t DC ( c LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:515709] LATERAL '5' { DESIGN 0 = 0100 I C STATION 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 EF NORM DEPTH ZR ******** 11*************************:: utx uxMt******** **=** **** **ztu************ * ***M *****1334 * * ****:t ttu #ttu**33 ** tt i 2.25 19.03 1.153 20.183 20.1 9.80 1.491 21.674 0.00 1.569 2.25 0.00 0.00 0 0.00 11.71 0.02269 .017237 0.20 1.075 0.00 13.96 19.30 1.183 20.479 20.1 9.49 1.397 21.876 0.00 1.569 2.25 0.00 0.00 0 0.00 11.29 0.02269 .015515 0.18 1.075 0.00 25.25 19.55 1.229 20.781 20.1 9.04 1.269 22.050 0.00 1.569 2.25 0.00 0.00 0 0.00 7.49 0.02269 .013688 0.10 1.075 0.00 32.74 19.72 1.277 20.999 20.1 8.62 1.155 22.154 0.00 1.569 2.25 0.00 0.00 0 0.00 5.00 0.02269 .012094 0.06 1.075 0.00 37.74 19.84 1.329 21.164 20.1 8.22 1.049 22.213 0.00 1.569 2.25 0.00 0.00 0 0.00 3.45 0.02269 .010700 0.04 1.015 0.00 41.19 19.91 1.383 21.297 20.1 7.84 0.954 22.251 0.00 1.569 2.25 0.00 0.00 0 0.00 2.25 0.02269 .009477 0.02 1.075 0.00 I 43.44 19.96 1.440 21.405 20.1 7.47 0.868 22.273 0.00 1.569 2.25 0.00 0.00 0 0.00 1.18 0.02269 .008411 0.01 1.075 0.00 44.62 19.99 1.502 21.493 20.1 7.13 0.7:x: 22.281 0.00 1.569 2.25 0.00 0.00 0 0.00 0.38 0.02269 .007477 0.00 1.075 0.00 45.00 20.00 1.569 21.569 20.1 6.79 0.716 22.285 0.00 1.569 2.25 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1 45.00 20.00 2.698 22.698 20.1 0.53 0.004 22.702 0.00 0.400 4.49 14.00 0.00 0 0.00 1 a 8a F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT NO. 15709 [File_615709] HEADING LINE NO 2 I5 - LATERAL '6' HEADING LINE NO 3 IS - DESIGN 0 = 0100 1 1 DATE: 5/29/1997 TIME: 9: 5 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 3.00 CD 2 4 1.50 CD 3 2 0 0.00 4.50 21.00 0.00 • 111 1 F0515P PAGED 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * i t U/S DATA STATION INVERT SECT W S ELEV 4.00 17.39 1 22.81 ELEMENT NO 2 IS A REACH t * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 28.00 19.48 1 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE # U/S DATA STATION INVERT SECT FP 28.00 19.48 3 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORKS x s U/S DATA STATION INVERT SECT W S ELEV 28.00 19.48 3 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 113) LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:615709) LATERAL '6' DESIGN 0 = 0100 STATION 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 50 SF AVE HF NORM DEPTH ZR **************************************************** * * * * *** * * * * * *#** *** *** * * * *ttsis x****** MU *********** ***U****** ***** ***** 4.00 17.39 5.420 22.810 28.6 4.05 0.254 23.064 0.00 1.731 3.00 0.00 0.00 0 0.00 24.00 0.08708 .002132 0.05 0.801 0.00 28.00 19.48 3.381 22.861 28.6 4.05 0.254 23.115 0.00 1.731 3.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 28.00 19.48 3.:;6 23.366 28.6 0.35 0.002 23.368 0.00 0.386 4.50 - 21.00 0.00 0 0.00 c F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT NO. 15709 [File:915709j HEADING LINE NO 2 IS - i LATERAL '9' HEADING LINE NO 3 IS - DESIGN Q = 0100 1 ( g ) 1 DATE: 5/29/1997 TIME: 9:11 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 # CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE IL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 4 1.50 CD 3 2 0 0.00 4.50 3.20 0.00 c F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 3.37 13.05 1 16.66 ELEMENT NO 2 IS A REACH t $ # U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 44.00 14.50 1 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE s U/S DATA STATION INVERT SECT FP 44.00 14.50 3 0.200 ELEMENT NO 4 I5 A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 44.00 14.50 3 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN I5 LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:915709] LATERAL '9' DESIGN 0 = 0100 STATION 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 3.37 13.05 3.610 16.660 15.3 4.87 0.368 17.028 0.00 1.410 2.00 0.00 0.00 0 0.00 40.63 0.03569 .005305 0.22 0.860 0.00 44.00 14.50 2.376 16.876 15.3 4.87 0.368 17.244 0.00 1.410 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 44.00 14.50 3.036 17.536 15.3 1.58 0.039 17.575 0.00 0.892 4.50 3.20 0.00 0 0.00 c F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING C HEADING LINE NO 1 IS - TRACT NO. 15709 [File:1015709] HEADING LINE NO 2 I5 - LATERAL '10' HEADING LINE NO 3 IS - DESIGN 0 2X0100 DATE: 6/ 6/1997 T IME: 7:56 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARO SECT CHN NO OF AVE PIER HEIGHT 1 BASE IL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.50 CD 2 4 1.50 CD 3 2 0 0.00 4.50 21.00 0.00 c I F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING C ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV i 2.00 16.96 1 21.31 ELEMENT NO 2 IS A REACH # * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 30.08 19.32 1 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 30.08 19.32 3 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORKS # * U/S DATA STATION INVERT SECT W S ELEV 30.08 19.32 3 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING NC. 2 t* - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC i c 1 LICENSEE: MADOLE & ASSOCIATES (R.C.] F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 15709 (File:1015709] LATERAL '10' DESIGN 0= 2X0100 STATION 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 N0. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *** t**** t********************#******* u**********************#* x*********# t****************s**** ** * * #*t* ******t** * * * * **** * *** ** 2.00 16.96 4.350 21.310 32.2 6.56 0.668 21.978 0.00 1.932 2.50 0.00 0.00 0 0.00 24.06 0.08405 .007086 0.17 0.923 0.00 26.06 18.98 2.500 21.482 32.2 6.56 0.668 22.150 0.00 1.932 2.50 0.00 0.00 0 0.00 1.72 0.08405 .006602 0.01 0.923 0.00 27.78 19.13 2.338 21.465 32.2 6.75 0.707 22.172 0.00 1.932 2.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 27.78 19.13 1.598 20.725 32.2 9.72 1.466 22.191 0.00 1.932 2.50 0.00 0.00 0 0.00 0.41 0.08405 .012864 0.01 0.923 0.00 28.19 19.16 1.618 20.779 32.2 9.58 1.424 22.203 0.00 1.932 2.50 0.00 0.00 0 0.00 0.84 0.08405 .011928 0.01 0.923 0.00 29.03 19.23 1.687 20.918 32.2 9.13 1.295 22.213 0.00 1.932 2.50 0.00 0.00 0 0.00 0.58 0.08405 .010618 0.01 0.923 0.00 29.61 19.28 1.762 21.042 32.2 8.71 1.177 22.219 0.00 1.932 2.50 0.00 0.00 0 0.00 0.36 0.08405 .009479 0.00 0.923 0.00 29.97 19.31 1.842 21.153 32.2 8.30 1.070 22.223 0.00 1.932 2.50 0.00 0.00 0 0.00 0.11 0.08405 .008493 0.00 0.923 0.00 30.08 19.32 1.932 21.252 32.2 7.91 0.971 22.223 0.00 1.932 2.50 0.00 0.00 0 0.00 WALL ENTRANCE 0 30.08 19.32 3.578 22.898 32.2 0.43 0.003 22.901 0.00 0.418 4.50 21.00 0.00 0 0.00 c F0515P PAGES 3 WATER SURFACE PROFILE - TITLE CARD LISTING C HEADING LINE NO 1 IS TRACT NO. 15709 [File :0A15709] HEADING LINE NO 2 IS - LATERAL '10A' FADING LINE NO 3 IS - DESIGN 0 = 2 X 0100 fa c DATE: 6/ 6/1997 TIME: 8: 7 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 SECT CHN NO OF AVE PIER HEIGHT HT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) - Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 3.00 CD 3 2 0 0.00 5.00 3.17 0.00 1 I C { + 8 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING I ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 2.00 17.07 1 21.95 ELEMENT NO 2 IS A REACH # * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24.26 18.86 1 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE $ U/S DATA STATION INVERT SECT FP 24.26 18.86 3 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORKS s U/S DATA STATION INVERT SECT W S ELEV 24.26 18.86 3 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING • :s WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC e LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:0A15709] LATERAL 1 10A' I DESIGN 0 = 2 X 0100 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPT DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ## t*tt*******Xt#********#***** t******************###************##########*** trat m### *S# * ###x # # # * ***********S # #t *t #t 2.00 17.07 4.880 21.950 42.8 6.05 0.569 22.519 0.00 2.131 3.00 0.00 0.00 0 0.00 22.26 0.08041 .004776 0.11 1.010 0.00 24.26 18.86 3.1% 22.056 42.8 6.05 0.569 22.625 0.00 2.131 3.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 • 24.26 18.86 3.977 22.837 42.8 3.39 0.179 23.016 0.00 1.783 5.00 3.17 0.00 0 0.00 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - I C TRACT NO. 15709 (File:1115709) FADING LINE NO 2 IS - LATERAL '11' FADING LINE NO 3 IS - DESIGN 0 : 0100 C DATE: 5/27/1997 TIME: 11:49 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 4 1.50 CO 3 2 0 0.00 4.50 11.00 0.00 iJ F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * U/S DATA STATION INVERT SECT W S ELEV I 2.00 16.85 2 20.04 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6.00 18.85 2 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE t U/S DATA STATION INVERT SECT FP 6.00 18.85 3 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 6.00 18.85 3 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING $t WARNING NO. 2 is - WATER SURFACE ELEVATION GIVEN I5 LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV t DC (5) LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 15709 LATERAL '11' [File 1115709] DESIGN 0 = 0100 i C STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL NOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 1 L /ELEM SO SF AVE HF NORM DEPTH ZR ********“***************************************************************** u****** tumu*** x** s** *** * * * * * * * * **** * * *** *** * * *** * ** 2.00 16.85 3.190 20.040 10.6 6.00 0.559 20.599 0.00 1.251 1.50 0.00 0.00 0 0.00 2.99 0.50000 .011810 0.04 0.400 0.00 4.99 18.35 1.737 20.083 10.6 6.00 0.559 20.642 0.00 1.251 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 4.99 18.35 0.864 19.210 10.6 10.05 1.568 20.778 0.00 1.251 1.50 0.00 0.00 0 0.00 0.10 0.50000 .028946 0.00 0.400 0.00 5.09 18.40 0.878 19.275 10.6 9.86 1.510 20.785 0.00 1.251 1.50 0.00 0.00 0 0.00 0.22 0.50000 .026602 0.01 0.400 0.00 5.31 18.50 0.913 19.418 10.6 9.41 1.374 20.792 0.00 1.251 1.50 0.00 0.00 0 0.00 0.18 0.50000 .023552 0.00 0.400 0.00 5.49 18.60 0.951 19.547 10.6 8.97 1.249 20.796 0.00 1.251 1.50 0.00 0.00 0 0.00 0.16 0.50000 .020893 0.00 0.400 0.00 5.65 18.67 0.991 19.664 10.6 8.55 1.135 20.799 0.00 1.251 1.50 0.00 0.00 0 0.00 0.12 0.50000 .018570 0.00 0.400 0.00 5.77 18.73 1.034 19.769 10.6 8.15 1.032 20.801 0.00 1.251 1.50 0.00 0.00 0 0.00 0.10 0.50000 .016556 0.00 0.400 0.00 5.87 18.78 1.081 19.865 10.6 7.77 0.938 20.803 0.00 1.251 1.50 0.00 0.00 0 0.00 0.07 0.50000 .014809 0.00 0.400 0.00 5.94 18.82 1.131 19.951 10.6 7.41 0.852 20.803 0.00 1.251 1.50 0.00 0.00 0 0.00 0.04 0.50000 .013308 0.00 0.400 0.00 5.98 18.84 1.187 20.029 10.6 7.07 0.775 20.804 0.00 1.251 1.50 0.00 0.00 0 0.00 . 0.02 0.50000 .012040 0.00 0.400 0.00 , C i 1 `' LICENSEE: MADOIE & ASSOCIATES (R.C.) F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 15709 LATERAL ' 11' [File :1115709] DESIGN 0 = 0100 1 C STATION 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 50 SF AVE FF NORM DEPTH ZR xxxxx*xxxuxxxxxxxxxxxxxxxxxxxxxx#xxxxtxxxxxxxxxx x************* x***** x* x** xxu*** xxx* x** x* xxxxxxxam **xxxxxxxxxxxxxxxxxxxxxxxxxxx 6.00 18.85 1.251 20.101 10.6 6.73 0.703 20.804 0.00 1.251 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 6.00 18.85 2.512 21.362 10.6 0.38 0.002 21.364 0.00 0.307 4.50 11.00 0.00 0 0.00 { C (il F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING C HEADING LINE NO 1 IS - TRACT NO. 15709 [File:1315709] HEADING LINE NO 2 IS - LATERAL '13' HEADING LINE NO 3 IS - DESIGN 0 = 0100 C DATE: 6/ 6/1997 TIME: 8:23 F0515P I C WATER SURFACE PROFILE - CHAI4NEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER tEIGHi 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) ¥(7) I Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.25 CD 2 4 1.50 CD 3 2 0 0.00 4.50 14.00 0.00 1 1 FOS15P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING I C ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1.75 20.03 1 22.53 ELEMENT NO 2 I5 A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 32.60 21.81 1 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 32.60 21.81 3 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 32.60 21.81 3 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW GEGINNING ** WARNING NO. 2 u - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC C 1 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:1315709] C LATERAL '13' DESIGN 0 = 0100 STATION 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 *************************************************************** t********** ut********************* ****** * * * * * * ****** * * * ****tm * * ** 1.75 20.03 1.044 21.074 23.0 12.74 2.518 23.592 0.00 1.679 2.25 0.00 0.00 0 0.00 6.34 0.05770 .031345 0.20 0.892 0.00 8.09 20.40 1.078 21.474 23.0 12.21 2.317 23.791 0.00 1.679 2.25 0.00 0.00 0 0.00 5.67 0.05770 .027822 0.16 0.892 0.00 13.76 20.72 1.119 21.842 23.0 11.65 2.106 23.948 0.00 1.679 2.25 0.00 0.00 0 0.00 4.51 0.05770 .024494 0.11 0.892 0.00 18.27 20.98 1.161 22.144 23.0 11.11 1.915 24.059 0.00 1.679 2.25 0.00 0.00 0 0.00 3.57 0.05770 .021578 0.08 0.892 0.00 21.84 21.19 1.206 22.395 23.0 10.59 1.741 24.136 0.00 1.679 2.25 0.00 0.00 0 0.00 2.85 0.05770 .019037 0.05 0.892 0.00 24.69 21.35 1.254 22.608 23.0 10.10 1.583 24.191 0.00 1.679 2.25 0.00 0.00 0 0.00 2.30 0.05770 .016814 0.04 0.892 0.00 26.99 21.49 1.304 22.790 23.0 9.63 1.439 24.229 0.00 1.679 2.25 0.00 0.00 0 0.00 1.84 0.05770 .014861 0.03 0.892 0.00 28.83 21.59 1.356 22.948 23.0 9.18 1.308 24.256 0.00 1.679 2.25 0.00 0.00 0 0.00 1.41 0.05770 .013152 0.02 0.892 0.00 30.24 21.67 1.412 23.086 23.0 8.75 1.189 24.275 0.00 1.679 2.25 0.00 0.00 0 0.00 1.05 0.05770 .011665 0.01 0.892 0.00 31.29 21.73 1.472 23.206 23.0 8.34 1.081 24.287 0.00 1.679 2.25 0.00 0.00 0 0.00 0.74 0.05770 .010364 0.01 0.892 0.00 . 32.03 21.78 1.535 23.312 23.0 7.96 0.983 24.295 0.00 1.679 2.25 0.00 0.00 0 0.00 0.44 0.05770 .009229 0.00 0.892 0.00 i C 0 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT NO. 15709 [File:1315709] LATERAL '13' DESIGN Q = 0100 STATION 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 50 SF AVE HF NORM DEPTH ZR ********************************************************************************************* *uu * * * *** * * * * *u** * * * * *num * * * * ** 32.47 21.80 1.603 23.406 23.0 7.59 0.894 24.300 0.00 1.679 2.25 0.00 0.00 0 0.00 0.13 0.05770 .008242 0.00 0.892 0.00 32.60 21.81 1.679 23.489 23.0 7.23 0.811 24.300 0.00 1.679 2.25 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 • 32.60 21.81 3.016 24.826 23.0 0.54 0.005 24.831 0.00 0.438 4.50 14.00 0.00 0 0.00 (4) c F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 15709 [File :T15709] HEADING LINE NO 2 IS - BERM & DITCH ALONG NORTH BDRY OF PHASE 1 HEADING LINE NO 3 IS - DESIGN 0100= 314 CFS DATE: 5/16/1997 TIME: 14:58 WATER SURFACE PROFILE f CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) ¥(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CO 1 1 0 0.00 4.00 1.00 2.00 40.00 0.00 CD 2 2 0 0.00 4.50 7.00 0.00 r F0515P PAGE NO 2 C WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET # * * U/S DATA STATION INVERT SECT W S ELEV 1000.00 31.00 1 33.00 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1240.00 33.00 1 0.030 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1740.00 36.20 1 0.030 0.00 0.00 0.00 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2220.00 40.00 1 0.030 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2400.00 41.00 1 0.030 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2870.00 46.00 1 0.030 0.00 45.00 0.00 0 ELEMENT NO 7 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2960.00 49.70 1 0.030 0.00 45.00 0.00 0 ELEMENT NO 8 IS A REACH * x * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN N 3600.00 55.80 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 3600.00 55.80 1 0.200 ELEMENT NO 10 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT W S ELEV 3600.00 55.80 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING M. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 :::: IP 1 LICENSEE: MOLE & ASSOCIATES (R.C.) F0515P PAGE 1 WATER SURFACE PROFILE LISTING TR 15709 (File :T15709] ' '1::::: BERN & DITCH ALONG NORTH GORY OF PHASE 1 DESIGN 0100= 314 CFS STATION 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 PORN DEPTH ZR 3# # #t#i# #*##* * * *** ******##tt2#tt########## Y####12#ltiti##!##t#t# ##1332#xtttttt*t## *u* * * **uu* *t# 22 *! #2t # # #*# • / 1000.00 31.00 2.000 33.000 314.0 3.65 0.207 33.207 0.00 1.669 4.00 1.00 2.00 0 0.00 10.46 0.00833 .005756 0.06 1.841 2u2 1010.46 31.09 1.952 33.039 314.0 3.83 0.228 33.267 0.00 1.669 4.00 1.00 2.00 0 0.00 13.22 0.00833 .006536 0.09 1.841 uu 1023.68 31.20 1.906 33.103 314.0 4.02 0.250 33.353 0.00 1.669 4.00 1.00 2.00 0 0.00 22.37 0.00833 .007422 0.17 1.841 u22 1046.05 31.38 1.860 33.244 314.0 4.21 0.276 33.520 0.00 1.669 4.00 1.00 2.00 0 0.00 35.42 0.00833 .008114 0.29 1.841 3322 1081.47 31.68 1.841 33.520 314.0 4.30 0.287 33.807 0.00 1.669 4.00 1.00 2.00 0 0.00 158.53 0.00833 .008335 1.32 1.841 3333 /1240.00 33.00 1.841 34.841 314.0 4.30 0.287 35.128 0.00 1.669 4.00 1.00 2.00 0 0.00 13.06 0.00640 .007843 0.10 1.936 us* 1253.06 33.08 1.:.:. 34.970 314.0 4.10 0.261 35.231 0.00 1.669 4.00 1.00 2.00 0 0.00 43.98 0.00640 .006908 0.30 1.936 3332 1297.04 33.37 1.932 35.297 314.0 3.91 0.237 35.534 0.00 1.669 4.00 1.00 2.00 0 0.00 64.80 0.00640 .006432 0.42 1.936 3323 1361.84 33.78 1.936 35.716 314.0 3.89 0.235 35.951 0.00 1.669 4.00 1.00 2.00 0 0.00 378.16 0.00640 .006395 2.42 1.936 nu /1740.00 36.20 1.936 38.136 314.0 3.89 0.235 38.371 0.00 1.669 4.00 1.00 2.00 0 0.00 20.84 0.00792 .006833 0.14 1.859 3333 • 1760.84 36.37 1.890 38.255 314.0 4.08 0.259 38.514 0.00 1.669 4.00 1.00 2.00 0 0.00 41.48 0.00792 .007593 0.31 1.859 us* i a LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 2 WATER SURFACE PROFILE LISTING TR 15709 [File:T15709] :C BERM & DITCH ALONG NORTH BDRY OF PHASE 1 DESIGN 010@ 314 CFS STATION 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 ut*tu : ***t* mutt : :: ttu***txuu xsx *tmst su tuunsu uusu muststutmu tu:urt 1802.32 36.69 1.859 38.552 314.0 4.22 0.276 38.828 0.00 1.669 4.00 1.00 2.00 0 0.00 417.68 0.00792 .007919 3.31 1.859 uu 1 2220.00 40.00 1.859 41.859 314.0 4.22 0.276 42.135 0.00 1.669 4.00 1.00 2.00 0 0.00 10.69 0.00556 .007451 0.08 1.989 mu 2230.69 40.06 1.904 41.963 314.0 4.02 0.251 42.214 0.00 1.669 4.00 1.00 2.00 0 0.00 23.51 0.00556 .006563 0.15 1.989 uu 2254.20 40.19 1.951 42.141 314.0 3.84 0.228 42.369 0.00 1.669 4.00 1.00 2.00 0 0.00 73.41 0.00556 .005846 0.43 1.989 sus 2327.61 40.60 1.989 42.587 314.0 3.69 0.212 42.799 0.00 1.669 4.00 1.00 2.00 0 0.00 72.39 0.00556 .005546 0.40 1.989 uu V2400.00 41.00 1.989 42.989 314.0 3.69 0.212 43.201 0.00 1.669 4.00 1.00 2.00 0 0.00 5.57 0.01064 .005926 0.03 1.758 sus 2405.57 41.06 1.942 43.001 314.0 3.87 0.233 43.234 0.00 1.669 4.00 1.00 2.00 0 0.00 5.:.: 0.01064 .006729 0.04 1.758 sus 2411.45 41.12 1.895 43.017 314.0 4.06 0.256 43.273 0.00 1.669 4.00 1.00 2.00 0 0.00 6.53 0.01064 .007641 0.05 1.758 tut 2417.98 41.19 1.850 43.041 314.0 4.26 0.282 43.323 0.00 1.669 4.00 1.00 2.00 0 0.00 8.14 0.01064 .008677 0.07 1.758 uu 2426.12 41.28 1.806 43.084 314.0 4.47 0.310 43.394 0.00 1.669 4.00 1.00 2.00 0 0.00 15.40 0.01064 .009852 0.15 1.758 *sr* 2441.52 41.44 1.763 43.205 314.0 4.68 0.341 43.546 0.00 1.669 4.00 1.00 2.00 0 0.00 13.35 0.01064 .010552 0.14 1.758 uu 0 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 3 WATER SURFACE PROFILE LISTING TR 15709 {File :T15709] w BERM & DITCH ALONG NORTH BDRY OF PHASE 1 DESIGN 0100= 314 CFS STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL H6T/ 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 IR #:ut *t#*t# *xt tx************s$tsuxs*tt**u******* tstxttttxt # #tt #xx # # **xtut ****** **** t“**** * *UM*Untt ***** * *utx 2454.87 41.58 1.758 43.342 314.0 4.71 0.345 43.687 0.00 1.669 4.00 1.00 2.00 0 0.00 403.73 0.01064 .010630 4.29 1.758 *u* 2858.60 45.88 1.758 47.637 314.0 4.71 0.345 47.982 0.00 1.669 4.00 1.00 2.00 0 0.00 HYDRAULIC JUG utt 2858.60 45. 1.583 47.462 314.0 5.79 0.521 47.983 0.00 1.669 4.00 1.00 2.00 0 0.00 0.48 0.01064 .01.:18 0.01 1.758 u*t 2859.08 45.: 1.571 47.455 314.0 5. 0.536 47.991 0.00 1.669 4.00 1.00 2.00 0 0.00 1.64 0.01064 .020482 0.03 1.758 uu 2860.72 45.90 1.534 47.435 314.0 6.16 0.590 48.025 0.00 1.669 4.00 1.00 2.00 0 0.00 1.77 0.01064 .023258 0.04 1.758 uu 2862.49 45.92 1.497 47.417 314.0 6.46 0.649 48.066 0.00 1.669 4.00 1.00 2.00 0 0.00 1.84 0.01064 .026409 0.05 1.758 13** 2864.33 45.94 1.461 47.401 314.0 6.78 0.714 48.115 0.00 1.669 4.00 1.00 2.00 0 0.00 1.88 0.01064 .029988 0.06 1.758 u** 2866.21 45.96 1.426 47.386 314.0 7.11 0.785 48.171 0.00 1.669 4.00 1.00 2.00 0 0.00 1.90 0.01064 .034052 0.06 1.758 t * ** 2868.11 45.98 1.392 47.372 314.0 7.46 0.864 48.236 0.00 1.669 4.00 1.00 2.00 0 0.00 1.89 0.01064 .038666 0.07 1.758 u*t 1 2870.00 46.00 1.359 47.359 314.0 7.82 0.950 48.309 0.00 1.669 4.00 1.00 2.00 0 0.00 57.49 0.04111 .041120 2.36 1.359 utt 2927.49 48.36 1.359 49.722 314.0 7.82 0.950 50.672 0.00 1.669 4.00 1.00 2.00 0 0.00 22.19 0.04111 .042954 0.95 1.359 t*tt c LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 4 WATER SURFACE PROFILE LISTING - C TR 15709 {File:T15709j BERM & DITCH ALONG NORTH BDRY OF PHASE 1 DESIGN Q10@ 314 CFS STATION 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 ZR xtt : :33t* uststt**t :t :mx : * :: * *m :ttxnuu#x : **: * :x *# x :x *aunt : uttamm*****ttran **u. * *x : *: 2949.68 49.28 1.337 50.613 314.0 8.08 1.013 51.626 0.00 1.669 4.00 1.00 2.00 0 0.00 10.32 0.04111 .047823 0.49 1.359 #*t 12960.00 49.70 1.305 51.005 314.0 8.47 1.114 52.119 0.00 1.669 4.00 1.00 2.00 0 0.00 302.42 0.00953 .009550 2.89 1.305 txst 3262.42 52.58 1.305 53.: 314.0 8.47 1.114 55.002 0.00 1.669 4.00 1.00 2.00 0 0.00 158.51 0.00953 .009466 1.50 1.305 tut 3420.93 54.09 1.309 55.402 314.0 8.42 1.100 56.502 0.00 1.669 4.00 1.00 2.00 0 0.00 95.83 0.00953 .008823 0.85 1.305 sm 3516.76 55.01 1.342 56.349 314.0 8.02 1.000 57.349 0.00 1.669 4.00 1.00 2.00 0 0.00 32.92 0.00953 .007770 0.26 1.305 nu 3549.68 55.32 1.374 56.694 314.0 7.65 0.909 57.603 0.00 1.669 4.00 1.00 2.00 0 0.00 18.19 0.00953 .006843 0.12 1.305 **tt 3567.87 55.49 1.408 56.902 314.0 7.29 0.826 57.728 0.00 1.669 4.00 1.00 2.00 0 0.00 11.58 0.00953 .006026 0.07 1.305 nu 3579.45 55.60 1.443 57.047 314.0 6.95 0.751 57.798 0.00 1.669 4.00 1.00 2.00 0 0.00 7.79 0.00953 .005307 0.04 1.305 tttt 3587.24 55.68 1.478 57.156 314.0 6.63 0.683 57.839 0.00 1.669 4.00 1.00 2.00 0 0.00 5.33 0.00953 .004673 0.02 1.305 t*:: 3592.57 55.73 1.514 57.243 314.0 6.32 0.621 57.864 0.00 1.669 4.00 1.00 2.00 0 0.00 3.57 0.00953 .004116 0.01 1.305 *ss: 3596.14 55.76 1.551 57.314 314.0 6.03 0.564 57.878 0.00 1.669 4.00 1.00 2.00 0 0.00 2.26 0.00953 .003625 0.01 1.305 unt • t 0 LICENSEE: MADOLE & ASSOCIATES (R.C.) F0515P PAGE 5 WATER SURFACE PROFILE LISTING TR 15709 (File :T15709) BERM & DITCH ALONG NORTH BDRY OF PHASE 1 DESIGN 0100= 314 CFS STATION INVERT DEPTH W.S. Q 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 u*u *scums******* t*** *t * *su t*t* uummutro u****t** stt* tt #tttu*tuntstuutt* * * * *x # :* *.ttn t * ***ttm*u ****** 3598.40 55.78 1.589 57.374 314.0 5.75 0.513 57. :7 0.00 1.669 4.00 1.00 2.00 0 0.00 1.22 0.00953 .003193 0.00 1.305 tut 3599.62 55.80 1.628 57.424 314.0 5.48 0.466 57.890 0.00 1.669 4.00 1.00 2.00 0 0.00 0.38 0.00953 .002808 0.00 1.305 tut 3600.00 55.80 1.669 57.469 314.0 5.22 0.423 57.892 0.00 1.669 4.00 1.00 2.00 0 0.00 WALL ENTRANCE nu 3600.00 55.80 1.670 57.470 314.0 5.21 0.422 57.892 0.00 1.669 4.00 1.00 2.00 0 0.00 HYDRAULIC JUMP au 3600.00 55.80 1.669 57.469 314.0 5.22 0.423 57.892 0.00 1.669 4.00 1.00 2.00 0 0.00 -� > ...-z ^ i • :.'1 I 1 z I - z I. • + It f - - - g i N N _ 1 _ i ' .., 1 - __ I_ \ I I I / + t T = W � Q 1 co cc 1 ., 1 I. 'i �. I I I • h 1 r - � 1 _�_ j ,_ Ig r l ( s • I _ � - •I 1 _ �, i„ i ,( » 7 1 _ I 1 _ 1 1 It i r • WI l 1 : l / : t o : :j ; l� t �' —�t�t� 1 ' 1 I � to , I , { j . l� 1 I . 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