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CT 83-19; CALAVERA HILLS VILLAGE T; 100 YEAR DRAINAGE STUDY; 1991-01-18
1 Hunsaker & AssOciates San Diego, Inc. Planning 'Engineering 'Surveying I . .-• pez.9.4o .• 100 YEAR DRAINAGE STUDY I ... •- FOR CALAVERA HILLS VILLAGE "T" ...... 8,1991 .. •-.. . • .1(?4 r• L4- I LJ'' 1cpITiJT I - L kT fl47 I - . . .. ••. PREPAREDFOR• . . I . . . LYON COMMUNITIES, INC. . -•• .4330 LA JOLLA VILLAGE DRIVE . . . . -. ... . - SUITE 130 . •. SAN DIEGO, CA 92122 . (619)546-1200 . . V . OF CAr iz NG CO I . i992 I E °1Y3k32 11°) civ .EGo2E AGH.;t ...-.•. eQf - ¼• EXP. 03-31-92 . • - .. . W.0 # 34639 I 10179 Huewzekens Street 'San Diego, CA 92121 '(619) 558-45u0 MX 619) 558-1414 Offices: San Diego 'Irvine • River.ide!5an Bernardino - . David Hammar 'Jack Hill • David Davis. •.. • 2z_ : TABLE OF CONTENTS 1°' H PAGE E. INTRODUCTION VILLAGE T.................................... - 1 - HYDROLOGY —METHODOFANALYSIS ............................2 I INITIAL AREA HAND CALCULATIONS ..................... 5 RATIONAL METHOD COMPUTER OUTPUT.......... ............8 'HYDRAULICS — METHOD OF ANALYSIS ........................104 • ................................................... DRY LANE AND INLET SIZING CALCS ............... I ! RIP RAP — SCS .....................................133 STORM DRAIN ANALYSIS LINE D.....137 LINEE .............................................142 - LINE F........ . .................................. 145 LINEG...............................................'148 I! LINE G-1... o . .................................... 153 LINE H—i o o e .....................................156 LINEH.............................................159 LINE cJ............................................164° APPENDIX I 10 YEAR 6-HOUR PRECIPITATION ...... ...... .......... A—i -1O YEAR 24—HOUR-PRECIPITATION.................. ... A-2 I00 YEAR 6—HOURPRECIPITATION.....................A-3 .100 YEAR 24—HOUR PRECIPITATION.......... .... ......A-4 I. INTENSITY—DURATION DESIGN CHART (10 YR) ............A-5 INTENSITY—DURATION DESIGN CHART (100 YR) ..........A-6 - RUNOFF COEFFICIENTS .............................,...A-7 1'.-. I - BM: kb 346-39 • . - wp:346.61c - 3/5/91 . .1--. . . 1 . V CALAVERA HILLS VILLAGE "T" I V Drainage from Village "T" . flows mainly onsite, as the subdivision is designed on a hill. Flow is distributed between 7 storm drain systems (Lines D, E, F, G, H,' I and J). Hydrologic V design criteria, and general assumptions are as follows: Soil, type assumed as "D" V V V 100 Yr. storm design V Street flow - maximum ° Top of curb - maximum gutter flow height I ° Modified rational method used , Natural terrain.0 = 0.45 I ° Schbol site C = 0.95 - Single family residence C = 0.55 o Commercial site C = 0.85 V - Hydraulic calculations for each storm drain are enclosed in this report. I •. -.. V , I BM: kb V 346-39 V wp:346.56c 1/14/91 . . I V• - HYDROLOGY METHOD OF ANALYSIS i The computer generated analysis for this watershed is I consistent with current engineering standards and requirements of San Diego. This report also contains hydraulic calculations for street flow (depth) and curb inlet capacity. Hydraulic I calculations for the proposed storm drain are encloed in this ' section. RATIONAL METHOD The most widely used hydrologic model for estimatory watershed ' peak runoff rates in the rational method, it is applied to small urban and semi-urban areas of less than 0.5 square miles in area. The rational method equation relates storm rainfall intensity, a I selected runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA. Where: Q The peak runoff rate in cubic feet per second at the I point of analysis. C A runoff coefficient representing the area-averaged I ration of runoff to rainfall intensity. - I The time-averaged rainfall intensity in inches per I hour - cotresponding to the time of concentrations. A The drainage basin area in acres. I NODE-LINK STUDY I The surface area of the basin is divided into basic areas which discharge into different designated drainage basins. These "sub-basins" depend upon locations of inlets, and ridge lines. SUBAREA SUM.M1TION MODEL . I This rational method modeling approach is widely used due to its simplicity in application, and the capability for estimating peak runoff rates throughout the interior of a study watershed .I analogous to the subarea model. The procedure for the Subarea Summation Model is as follows: (1). Subdivide the watershed into subareas I with the initial subarea being less than 10 acres in size (generally 1- lot will do), and the subsequent subareas I .. gradually increasing in size. Assign upstream and downstream nodal point numbers to each subarea in order to - correlate calculations to the watershed I map. 1 (2). Estimate a Tc by using a nomograph or overland flow velocity estimation. I (3). Using T, determine the. corresponding values of 12 and C2. Then Q = C212A1. 1 (4). Using Q, estimate the travel time between this node and the next by Manning's I : equation as applied to the particular channel or conduit linking nodes the two . nodes. I . The nodes are joined together by links, which may be street gutter flows,, drainage swales or drainage ditches. These links are : characterized by 'length, area, runoff coefficient and cross- section. The Computer subarea menu is a follows: Enter upstream node number .................... Enter Downstream node number................... SUBAREA HYDROLOGIC PROCESS 1 1. Confluence analysis at 'node. Initial subarea analysis. Pipef low travel time (computer estimated). I 4. Pipef low travel time (user specified). 5. Trapezoidal channel travel time. 6.. Street flow analysis through subarea. I .7. User - specified information at node. B. Addition of sub area runoff to main line. 9. V-gutter flow through area. I Select subarea hydrologic process ............. The engineer enters in the pertinent nodes, and I " then the hydrologic process. Where two or more links join together, the nodA is analyzed I by the confluence method described as follows: At the confluence point of two or more basins, the following. procedure is used to adjust the total summation of peak flow 1 . rates to allow for . differences in basins times of concentrations. This adjustment is based on the assumption that each basins hydrographs are triangular in shape. 1 (1). If the collection streams have the same time of concentrations, then the Q values I are directly summed, Q Qn + Q; T =.T0 = Tb I (2) . If the collections streams have differe n t times of concentrations, the smaller p f I the tributary Q values may be adjusted as follows: I (1) The most frequent case is whee the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of r a i n f a l l I intensities. QP = b (Ia/I,,) ; T,, = I (ii) In some cases, the collection stream with the shorter time of concentratio n has the larger Q. Then the sma ller Q is adjusted by 5 a ratio of the T values. + Q, (T/T0) 1p =Tb I In a similar way, the underground sto r m d r a i n s a r e a n a l y z e d . Tue data obtained from the surface m o d e l for the flow rates present I at the 1111eL aid collection poi n t s i s i n p u t i n t o t h e n o d e s representing those structures. The de s i g n g r a d e s a n d l e n g t h s a r e used to compute the capacity of the s t o r m d r a i n s a n d t o m o d e l t h e travel time into the adjustment of the times of concentration for 1 downstream inlets. • REFERENCE hlroinadka, Theodore: COMPUTER METHODS IN URBAN HYDROLOGY: Lighthouse Publications, 3.983. IALTAcASI - - :- i' I • • I I . . INITIAL AREA HAND CALCULATIONS P6100 P610 = 1.8 I .. •. . t 1.8(1.]3C)D'12 I 7.44 P6 D 05 - C DISTANCE SLOPE Tc I 106,10 A Q100 Q10 FEET (%) (MIN.) ("/HR) (AC.) (CPS) 5-4 0.7AC-C=0.95 500 380-356 13.15 4.10/2.5 3.2 7.2 4.4 2.5AC-0.45 500 =4.8 1 . = I C=0 55 28.2-29 0.95AC-C=0.45 90Ô 440-3515 11.6 4.45/2.8 '1.6 4.7 3.0 I 0.65AC-C=0.95 900 =9.8 C0.65 135-36. C=.45 400 440-420 5.0* 7.6/4.7 1.0 3.4 2.1 400=5 44-44.5 0.3AC-C=0.95 350 392-357 7.9 5.7/35 1.0 3.4 2.1 - 0.7AC-C=0.45 350 =10 I C=0.60 ' 44.8-45 0.74AC-C=0.95 . 900 445-357 10.7 4.7/2.9 1.6 5.2 3.2 0.86AC-C=0.45 900 =9.8 . . C=0.68 46.1-46.15 C=0.95 150 381-377 5.0 7.6/4.7 0.3 2.2 1.3 150 =2.7 46.17- 0.23AC-C=0.95 150 381-377 5.0 7.6/4.7 0.4 2.2 1.4 I 46.16 0.17AC-00.45 150 2.7 C=0.74 146.6-46.2 0.5AC=0.95 500 377-369.8 11.5 4.5/2.8 0..8 2.7 1.7 0.3AC-C=0.45 500 1.7 C-0.76 . I. .: .. 46.2743.8 1.2AC=C=0.95 800 370-354 8.1 5.6/3..6 1.3 6.6 4.2 0.1AC-C-0.45 800 =1.8 ,. . I . . C=0.90 * Assume Minimum Tc = 5 Mm. per plan check request 3-28-90-page 21. / I I INITIAL AREA HAND CALCULATIONS CONTINUED NODES C DISTANCE SLOPE T I A Qioo Q10 I:--------------------------______ -51.0 C=0.95 1300 377.2-354 8.1 5.6/3.6 1.4 7.5 4.8 r0.0 1300 =1.8 16 0-61. C=.95 900 320-315 9.9 3;1/4.9 7.9 36.8 23.3 900 =0.55 163.262 C=0.95 600 315-311 7.6 5.8/3.6 0.5 2.8 1.7 600 =.67 66.2767 C=0.95 600 315-311 7.6 5.8/3.6 0.5 2.8 1.7 600 =.67 70-67.7 0.1AC-0.45 1100 351-307 7.6 5.8/3.6 1.8 9.4 5.8 1.7AC-0.95 1100 =4.0 I C=.90 I67 .8679 C=0.95 800 356-326 5.1 7.6/4.7 0.9 6.5 4.0 800 =3.8 167.92-- C=0.95 320 4.0 5.0 7.6/4.7 0.4 2.9 1.8 1 . 67.91 170.9-71 C=0.95 550 304-267 5.0 7.6/4.7 0.7 5.1 3.1 550 =6.7 81-80 0.55AC-0.45 600 307-209 7.1 6.1/3.8 1.4 6.4 4.0 0.85AC-0.95 600 =16.3 I C=0.75 11125112 0.8 AC-0.95 1150 315-269 13.84 3.9/2.46 1.4 4.0 2.5 0.6 AC-0.45 1150 =4 C=0.74 118-119A&B C=.55 900 320-268 16.6 3.5/2.2 4.5 8.7 5.4 (GRADED) 900 =5.78 I:.. INITIAL AREA HAND CALCULATIONS CONTINUED I•* NODES C DISTANCE SLOPE T I A Q100 Q10 1=-------------- -- ---- 118-119 C=.95 900. 320-311 8.1 5.6/3.5 8.9 47.3 29.6 (AS BUILT) 900 =1 C=.95 600 283-259 5.0 7.6/4.7 0.6 4.3 2.7 I122.V40 122.60 624 =3.85 V 11 122.30- C=.95 600 279-259 5.0 7.6/4.7 0.6 4.4 2.7 22.60 680=2.9 V 1300-400 C.85 : 780 378-368 11.58 4.44/2.76 8.7 32.8 20.4 780 1.28 I217218 C=.45 250-170 12.1 4.3/2.7 5.7 11.0 6.9 600=13.3 1631-63.1 C=.95 220 319.5-315 7.64 7.64/3.61 0.3 2.18/1.03 I 220=2.0 66-66.1 C=.55 820 326-315 14.96 3.77/2.33 3.1 6.55/4.00 1 820=13 122-120 C=.55 930 304-256 13.23 4.08/2.53 2.9 6.60/4.04 I V 930=5.2 V 121.2-120 C=.55 420 270-260 9.57 5.03/3.12 0.9 3.14/1.54 I 420=2.4 V 1131-132 C=.55 750 294-277 14.28 3.88/2.41 3.3 7.16/4.37 V 7502.27 V 191-92 V C=.55 V 800 309-282 12.75 4.18/2.60 6.1 14.0/8.72 V 800=3.38 V BH:ky V I346-39 wp:346.26b V 2/25/91 V V I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT, 1985,1981 HYDROLOGY MANUAL I (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.1A Release Date: 1/09/89 Serial # 3462 Analysis prepared by: I HUNSAKER & ASSOCIATES Irvine , Inc. I Planning' * Engineering * Surveying Three Hughes * Irvine , California 92718 * (714) 583-1010 ----------------------------------------------------------------------------- IFILE NAME: 346.100 TIME/DATE OF STUDY: 22:34 3/ 1/1991 --------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------------- I 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 I 6-HOUR DURATION PRECIPITATION (INCHES) = 2.900 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .05 ISAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED IFLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 -------------------------------------------------------------------------- L>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 401.00 DOWNSTREAM ELEVATION = 400.00 I ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 I I SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 ************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>CONPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 398.00 DOWNSTREAM ELEVATION = 380.00 I STREET LENGTH(FEET) = 300.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 7.18 STREET FLOWDEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.79 PRODUCT OF DEPTH&VELOCITY = 1.37 STREETFLOW TRAVELTIME(MIN) = 1.04 TC(MIN) = 10.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.623 SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 13.22 SUMMED AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 13.76 END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 5.62 DEPTH*VELOCITY = 1.89 I************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 4 -------------------------------------------------------------------------- I II >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION = 380.00 DOWNSTREAM NODE ELEVATION = 355.00 FLOWLENGTH(FEET) = 180.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 13.76 TRAVEL TIME(MIN.) = .39 TC(MIN.) = 11.28 I **************************************************************************** ,FLOW PROCESS FROM NODE, 3.00 TO NODE 4.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 11.28 RAINFALL INTENSITY (INCH./HOUR) = 4.52 I TOTAL STREAM AREA (ACRES) = 5.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 13.76 IFLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE = 7 -------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN) = 13.15 RAIN INTENSITY(INCH/HOUR) = 4.10 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 7.20 77,'9 ,'?Re'? IFLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE = -------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.15 RAINFALL INTENSITY (INCH./HOUR) = 4.10 I TOTAL STREAM AREA (ACRES) = 3.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 7.20 I STREAM RUNOFF TIME INTENSITY NUMBER. (CFS) (MIN.) (INCH/HOUR) '1 13.76 11.28 4.520 2 7.20 13.15 4.095 I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 20.29 19.67 ICOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 20.29 TIME(MINUTES) = 11.282 TOTAL AREA(ACRES) = 8.60 ************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 7.40 IS CODE = 4 I>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< IPIPEFLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION = 344.43 DOWNSTREAM NODE ELEVATION = 332.00 I FLOWLENGTH(FEET) = 240.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 20.29 TRAVEL TIME(MIN.) = .62 TC(MIN.) 11.90 t FLOW PROCESS FROM NODE 4.00 TO NODE 7.40 IS CODE --- ----------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) 11.90 I RAINFALL INTENSITY (INCH./HOUR) = 4.37 TOTAL STREAM AREA (ACRES) = 8.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 20.29 I************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" ISINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 364.00 I DOWNSTREAM ELEVATION .= 363.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 9.853 I - CONFLUENCE INFORMATION: I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS)' = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 **************************************************************************** I!OW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< IUPSTREAM ELEVATION = 363.00 DOWNSTREAM ELEVATION = 340.00 STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 6. 'STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.53 STREET FLOWDEPTH(FEET) = .23 I HALFSTREET FLOODWIDTH(FEET) = 5.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.87 PRODUCT OF DEPTH&VELOCITY = .90 I STREETFLOW TRAVELTIME(MIN) = 1.72 TC(MIN) = 11.58 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.446 SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 1.96 SUMMED AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.50 rE ND OF SUBAREA STREETFLOW HYDRAULICS: PTH(FEET) = .25 HALFSTREET FLOODWIDTH(FEET) = 6.41 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY = 1.20 FLOW PROCESS FROM NODE 7.30 TO NODE 7.40 IS CODE = 1 -------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.58 RAINFALL INTENSITY (INCH./HOUR) = 4.45 I TOTAL STREAM AREA (ACRES) = 1.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.50 TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.29 11.90 ---------------------------------------------------------------------------- 4.367 2 2.50 11.58 4.446 I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 22.74 22.43 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 22.74 TIME(MINUTES) = 11.901 TOTAL AREA(ACRES) = 9.60 FLOW PROCESS FROM NODE 7.40 TO NODE 7.80 IS CODE = 4 I 1 CONFLUENCE INFORMATION: RSTREAM RUNOFF I>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU >>>>>USING USER-SPECIFIED PIPESIZE<<<<< IPIPEFLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NODE ELEVATION = 330.00 DOWNSTREAM NODE ELEVATION = 329.70 I FLOWLENGTH(FEET) = 60.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 22.74 TRAVEL TIME(MIN.) = .14 TC(MIN.) = 12.04 CLOW PROCESS FROM NODE 7.40 TO NODE 7.80 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< tC_0_N_F_LU__E;CE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MINUTES) = 12.04 RAINFALL INTENSITY (INCH./HOUR) = 4.33 TOTAL STREAM AREA (ACRES) = 9.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 22.74 FLOW PROCESS FROM NODE 7.50 TO NODE 7.60 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< - SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 343.00 I DOWNSTREAM ELEVATION = 342.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 ******* ***** *** ********************* **** ** * *** * ** * * * FLOW PROCESS FROM NODE 7.60 TO NODE 7.70 IS. CODE = 6 t>>>>>CO.MPUTE-STREETFLOW-TRAVELTIME-THRU-SUBAREA<<<<< I UPSTREAM ELEVATION = 342.00 DOWNSTREAM ELEVATION = STREET LENGTH(FEET) = 250.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.48 STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.73 I AVERAGE FLOW VELOCITY(FEET/SEC.) 6 1.68 PRODUCT OF DEPTH&VELOCITY = .51 STREETFLOW TRAVELTIME(MIN) = 2.48 TC(MIN) = 12.33 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.269 SOIL CLASSIFICATION IS "D" 1 340.50 = .0200 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 1.88 I SUMMED AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.42 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY = .63 1' t FLOW PROCESS FROM NODE 7.70 TO NODE 7.80 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.33 IRAINFALL INTENSITY (INCH./HOUR) = 4.27 TOTAL STREAM AREA (ACRES) = 1.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.42 I CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I i 22.74 12.04 ----------------------------- 4.335 2 2.42 12.33 4.269 I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 25.13 24.82 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 25.13 TIME(MINUTES) = 12.040 TOTAL AREA(ACRES) = 10.60 *************************************************************************** tFLOW PROCESS FROM NODE 7.80 TO NODE 87.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< tPIPEFLOW VELOCITY(FEET/SEC.) ------ 8.0 UPSTREAM NODE ELEVATION = 328.00 I DOWNSTREAM NODE ELEVATION = 324.50 FLOWLENGTH(FEET) = 500.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 25.13 .1 TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 13.08 I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 7.00 TO NODE. 8.00 Is CODE = 2 ---------------------------------------------------------------------------- I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 360.00 DOWNSTREAM ELEVATION = 359.00 I. . I ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 ISUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 I************************************************************************** FLOW PROCESS FROM. NODE 8.00 TO NODE 6.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 359.00 DOWNSTREAM ELEVATION = 329.00 I STREET LENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.98 ' STREET FLOWDEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 8.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.82 I PRODUCT OF DEPTH&VELOCITY = 1.11 STREETFLOW TRAVELTIME(MIN) = 3.92 TC(MIN) = 13.78 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.974 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 10.93 I SUNNED AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 11.47 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 4.29 DEPTH*VELOCITY = 1.49 **************************************************************************** IFLOW PROCESS FROM NODE 6.00 TO NODE 9.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I I>>>>> USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 3.7 UPSTREAM NODE ELEVATION = 329.00 DOWNSTREAM NODE ELEVATION = 325.00 FLOWLENGTH(FEET) = 125.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = 11.47 TRAVEL TIME(MIN.) = .57 TC(MIN.) = 14.35 I FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 323.00 I DOWNSTREAM ELEVATION = 322.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 t FLOW PROCESS FROM NODE 11.00 TO NODE 11.10 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 321.00 DOWNSTREAM ELEVATION = 320.00 STREET LENGTH(FEET) = 200.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.81 STREET FLOWDEPTH(FEET) = .31 I HALFSTREET FLOODWIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.52 I PRODUCT OF DEPTH&VELOCITY = .46 STREETFLOW TRAVELTIME(MIN) = 2.19 TC(MIN) = 12.05 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.334 SOIL CLASSIFICATION IS "D" SINGLE F AMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.53 I SUNNED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 5.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.55 FLOW VELOCITY(FEET/SEC.) = 1.74 DEPTH*VELOCITY = .62 ************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 12.05 RAINFALL INTENSITY (INCH./HOUR) = 4.33 TOTAL STREAM AREA (ACRES) = 2.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 5.07 .L FLOW PROCESS FROM NODE 11.30 TO NODE 11.40 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 322.00 DOWNSTREAM ELEVATION = 321.00 I ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .27 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27 I I FLOW PROCESS FROM NODE 11.40 TO NODE 11.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------- UPSTREAM ELEVATION = 321.00 DOWNSTREAM ELEVATION = 320.00 ISTREET LENGTH(FEET) = 200.00 CURB HEIGTH(INCHES) = 6 STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.78 STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.50 I PRODUCT OF DEPTH&VELOCITY = .46 STREETFLOW TRAVELTIME(MIN) = 2.22 TC(MIN) = 12.07 ' I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.328 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.00 SUNNED AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 5.27 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.55 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY = .65 tFLOW PROCESS FROM NODE 11.40 TO NODE 11.20 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM. 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.07 RAINFALL. INTENSITY (INCH./HOUR) = 4.33 TOTAL STREAM AREA (ACRES) = 2.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 5.27 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY tNUMBER (CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 5.07 12.05 4.334 l 2 5.27 12.07 4.328 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 10.33 10.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 10.33 TIME(MINUTES) = 12.071 TOTAL AREA(ACRES) = 4.30 ILOW PROCESS FROM NODE 11.20 TO NODE 9.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 3.3 I • UPSTREAM NODE ELEVATION = 308.70 DOWNSTREAM NODE ELEVATION = 306.20 FLOWLENGTH(FEET) = 405.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 10.33 TRAVEL TIME(MIN.) = 2.05 TC(MIN.) = 14.12 1 I FLOW PROCESS FROM NODE 11.20 TO NODE 9.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONF VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.12 RAINFALL INTENSITY (INCH./HOUR) = 3.91 I TOTAL STREAM AREA (ACRES) = 4.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 10.33 tFLOW PROCESS FROM NODE 6.00 TO NODE 9.00 IS CODE = 7 -------------------------------------------------------------------------- L>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.35 RAIN INTENSITY(INCH/HOUR) = 3.87 TOTAL AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 11.50 tFLOW PROCESS FROM NODE 6.00 TO NODE 9.00 IS CODE = I -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.35 RAINFALL INTENSITY (INCH./HOUR) 3.87 TOTAL STREAM AREA (ACRES) = 5.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 11.50 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.33 14.12 3.911 2 11.50 14.35 3.871 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 21.72 21.73 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 21.73 TIME(MINUTES) = 14.350 TOTAL AREA(ACRES) = 9.50 tFLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 2 ---------------------------------------------------------------------------- I7: I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" 'SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 431.00 I I DOWNSTREAM ELEVATION = 430.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 ********** ** * * ** *** * ** * * FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 6 F>>>COMPUTE STREETFLOW TRAVELTIME THRU UPSTREAM ELEVATION = 430.00 DOWNSTREAM ELEVATION = 411.00 'STREET LENGTH(FEET) = 450.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.53 STREET FLOWDEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 7.95 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.36 PRODUCT OF DEPTH&VELOCITY = 1.24 STREETFLOW TRAVELTIME(MIN) = 1.72 TC(MIN) = 11.57 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.446 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 11.98 SUMMED AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 12.53 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 4.69 DEPTH*VELOCITY = 1.63 IFLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 4 I -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION = 404.00 DOWNSTREAM NODE ELEVATION = 342.64 I FLOWLENGTH(FEET). = 615.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.53 TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 13.40 t **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.40 'RAINFALL INTENSITY (INCH./HOUR) = 4.05 TOTAL STREAM AREA (ACRES) = 5.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 12.53 I I FLOW PROCESS FROM NODE 28.20 TO NODE 29.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.60 RAIN INTENSITY(INCH/HOUR) = 4.44 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4.70 /2'i' /A// 7/,6?Z ,4?,9 ******* * ***** **** *** *** *** * * ****** FLOW PROCESS FROM NODE 29.00 TO NODE 23.00 IS CODE = 1 I- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.60 RAINFALL INTENSITY (INCH./HOUR) = 4.44 'TOTAL STREAM AREA (ACRES) = 1.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.70 TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) l12.53 13.40 ---------------------------------------------------------------------------- 4.047 2 4.70 11.60 4.440 I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 16.81 16.12 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 16.81 TIME(MINUTES) = 13.395 TOTAL AREA(ACRES) = 6.70 *************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 30.00 IS CODE = 4 I>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I PIPEFLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION = 342.20 DOWNSTREAM NODE ELEVATION = 336.05 I FLOWLENGTH(FEET) = 65.82 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 16.81 TRAVEL TIME(NIN.) = .21 TC(MIN.) = 13.60 CONFLUENCE INFORMATION: STREAM RUNOFF 2- FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 Is CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" IRURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.02(MINUTES) I INITIAL SUBAREA FLOW-LENGTH(FEET) 540.00 UPSTREAM ELEVATION = 440.00 DOWNSTREAM ELEVATION = 354.50 I ELEVATION DIFFERENCE = 85.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.340 SUBAREA RUNOFF(CFS) = 5.66 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 5.66 I IFLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< IUPSTREAM ELEVATION = 354.50 DOWNSTREAM ELEVATION 346.50 STREET LENGTH(FEET) = 560.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7000 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.19 STREET FLOWDEPTH(FEET) = .43 I HALFSTREET FLOODWIDTH(FEET) = 15.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY = 1.46 ISTREETFLOW TRAVELTIME(MIN) = 2.73 TC(NIN) = 14.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.804 I *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.06 SUMMED AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) = 10.72 IEND OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 16.82 FLOW VELOCITY(FEET/SEC.) = 3.64 DEPTH*VELOCITY = 1.68 I , FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.75 RAINFALL INTENSITY (INCH./HOUR) = 3.80 I TOTAL STREAM AREA (ACRES) = 4.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 10.72 IFLOW PROCESS FROM NODE 25.10 TO NODE 25.20 IS CODE = 2 -------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.44(MINUTES) I INITIAL SUBAREA FLOW-LENGTH(FEET) = 370.00 UPSTREAM ELEVATION = 413.00 DOWNSTREAM ELEVATION = 346.50 I ELEVATION DIFFERENCE = 66.50 100 YEAR RAINFALL INTENSITY(INCH/HOtJR) = 4.481 SUBAREA RUNOFF(CFS) = 3.63 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.63 *** ********************************** ***** * ** *** * ** * *** * * * * * I I FLOW PROCESS FROM NODE 25.20 TO NODE 26.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< > >>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.44 I RAINFALL INTENSITY (INCH./HOUR) = 4.48 TOTAL STREAM AREA (ACRES) = 1.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.63 I CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ---------------------- 1 10.72 14.75 3.804 2 •3.63 11.44 4.481 IRAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 13.80 12.73 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 13.80 TIME(MINUTES) = 14.746 TOTAL AREA(ACRES) = 6.60 I IFLOW PROCESS FROM NODE 26.00 TO NODE 31.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.75 RAINFALL INTENSITY (INCH./HOUR) = 3.80 ITOTAL STREAM AREA (ACRES) = 6.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 13.80 tFLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I I-SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 - INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION = 359.00 DOWNSTREAM ELEVATION = 358.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I , FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 358.00 DOWNSTREAM ELEVATION = 346.00 STREET LENGTH(FEET) = 720.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.59 STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.30 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63 PRODUCT OF DEPTH&VELOCITY = .82 STREETFLOW TRAVELTIME(MIN) = 4.56 TC(MIN) = 14.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.861 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.03 SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4.58 END OF SUBAREA STREETFLOW HYDRAULICS: 'DEPTH(FEET) = .36 HALFSTR.EET FLOODWIDTH(FEET) = 11.62 FLOW VELOCITY(FEET/SEC.) = 3.12 DEPTH*VELOCITY = 1.12 I************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 1 -------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.41 RAINFALL INTENSITY (INCH./HOUR) = 3.86 TOTAL STREAM AREA (ACRES) = 2.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.58 CONFLUENCE INFORMATION: I I STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) i 13.80 14.75 3.804 2 4.58 14.41 3.861 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 18.31 18.18 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I :2 oF1S IRUNOFF(CFS) = 18.31 TIME(MINUTES) = 14.746 TOTAL AREA(ACRES) = 8.70 FLOW PROCESS FROM NODE 31.00 TO NODE 30.00 IS CODE = 1 --------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2. ARE: TIME OF CONCENTRATION(MINUTES) = 14.75 RAINFALL INTENSITY (INCH./HOUR) = 3.80 TOTAL STREAM AREA (ACRES) = 8.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 18.31 ULOW PROCESS FROM NODE 23.00 TO NODE 30.00 IS CODE = 7 I>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES AREAS FOLLOWS: TC(MIN) = 13.60 RAIN INTENSITY(INCH/HOUR) = 4.01 TOTAL AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = 16.80 3cf P''6e /9 ,c7,q N2 ,3 IC I* ************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 30.00 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.60 RAINFALL INTENSITY (INCH./HOUR) = 4.01 TOTAL STREAM AREA (ACRES) = 6.70 ITOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 16.80 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY - NUMBER (CFS) ---------------------MIN.) (INCH/HOUR 1 18.31 14.75 3.804 2 16.80 13.60 4.007 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 34.26 34.18 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 34.26 TIME(MINUTES) = 14.746 TOTAL AREA(ACRES) = 15.40 FLOW PROCESS FROM NODE 30.00 TO NODE 30.30 IS CODE = 4 --------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I>>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 I, I UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 52.11 I GIVEN PIPE DIANETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) TRAVEL TIME(MIN.) = .12 336.04 335.78 MANNINGS N = • 013 30.00 NUMBER OF PIPES = = 34.26 TC(MIN.) = 14.87 **************************************************************************** ,FLOW PROCESS FROM NODE 30.00 TO NODE 30.30 IS CODE = 1 -------------------------------------------------------------------------->>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.87 RAINFALL INTENSITY (INCH./HOUR) = 3.78 TOTAL STREAM AREA (ACRES) = 15.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 34.26 IFLOWPROCESS FROM NODE 30.10 TO NODE 30.20 IS CODE = 2 -------------------------------------------------------------------------- I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 UPSTREAM ELEVATION = 390.00 DOWNSTREAM ELEVATION = 344.40 I ELEVATION DIFFERENCE = 45.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.383 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH I DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.701 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.02 1 **************************************************************************** FLOW PROCESS FROM NODE 30.20 TO NODE 30.30 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< t >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 2.8 UPSTREAM NODE ELEVATION = 344.40 DOWNSTREAM NODE ELEVATION = 336.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 'GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 1.02 TRAVEL TIME(MIN.) = .60 TC(MIN.) = 15.98 ************************************************************************** FLOW PROCESS FROM NODE 30.20 TO NODE 30.30 IS CODE = 1 t>>>>;>DESIGNATE-INDEPENDENT-STREAM-FOR-CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 15.98 RAINFALL INTENSITY (INCH./HOUR) = 3.61 TOTAL STREAM AREA (ACRES) = .50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.02 I CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY I- NUMBER(CFS) (MIN.) (INCH/HOUR) 1 34.26 14.87 3.783 I 2 1.02 15.98 3.611 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 35.23 33.72 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 35.23 TIME(MINUTES) = 14.870 TOTAL AREA(ACRES) = 15.90 tFLOW PROCESS FROM NODE 30.30 TO NODE 30.60 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 5.0 - UPSTREAM NODE ELEVATION = 335.45 I DOWNSTREAM NODE ELEVATION = 328.74 FLOWLENGTH(FEET) = 213.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = 35.23 TRAVEL TIME(MIN.)= .71 TC(MIN.) = 15.58 I************************************************************************** FLOW PROCESS FROM NODE 30.30 TO NODE 30.60 IS CODE = 3. I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF -CONCENTRATION(MINUTES) = 15.58 RAINFALL INTENSITY (INCH./HOUR) = 3.67 TOTAL STREAM AREA (ACRES) = 15.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 35.23 1FLOW PROCESS FROM NODE 30.40 TO NODE 30.50 IS CODE = 2 ------------------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION = 342.40 DOWNSTREAM ELEVATION = 337.50 ELEVATION DIFFERENCE = 4.90 I I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.870 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH I DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.702 SUBAREA RUNOFF(CFS) = .31 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .31 FLOW PROCESS FROM NODE 30.50 TO NODE 30.60 IS CODE = 6 ------------------------------------------------------------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< IUPSTREAM ELEVATION = 341.40 DOWNSTREAM ELEVATION = 337.50 STREET LENGTH(FEET) = 125.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 STREET CROSSFALL(DECIMAL) = .0200 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.96 STREET FLOWDEPTH(FEET) = .26 I HALFSTREET FLOODWIDTH(FEET) = 6.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31 PRODUCT OF DEPTH&VELOCITY = .87 I STREETFLOW TRAVELTIME(MIN) = .63 TC(MIN) = 8.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.426 SOIL CLASSIFICATION IS "D" I I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.28 SUNNED AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.60 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.37 FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH*VELOCITY = 1.13 ************************************************************************** FLOW PROCESS FROM NODE 30.50 TO NODE 30.60 IS CODE = 1 [>>>>>DESIGNATE-INDEPENDENT-STREA.M-FOR-CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I I I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 8.50 RAINFALL INTENSITY (INCH./HOUR) = 5.43 TOTAL STREAM AREA (ACRES) = 1.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.60 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) --------------------------------------------------------------------------- I I i35.23 15.58 3.670 2 3.60 8.50 5.426 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 37.66 27.43 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 37.66 TIME(MINUTES) = 15.582 TOTAL AREA(ACRES) = 17.10 I 1FLOW PROCESS FROM NODE 30.60 TO NODE 30.80 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< t >>> >>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.4 I UPSTREAM NODE ELEVATION = 328.41 DOWNSTREAM NODE ELEVATION = 315.00 FLOWLENGTH(FEET) = 56.03 MANNINGS N = .013 I GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 37.66 TRAVEL TIME(NIN.) = .09 TC(MIN.) = 15.67 FLOW PROCESS FROM NODE 30.60 TO NODE 30.80 IS CODE = 3. t>>>>>DESIGNATE-INDEPENDENT-STREAM-FOR-CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.67 RAINFALL INTENSITY (INCH./HOUR) = 3.66 TOTAL STREAM AREA (ACRES) = 17.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 37.66 I************************************************************************** FLOW PROCESS FROM NODE 30.70 TO NODE 30.80 IS CODE = 2 f>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< OIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION = 342.00 DOWNSTREAM ELEVATION = 319.00 I ELEVATION DIFFERENCE = 23.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.236 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.813 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.06 I I FLOW PROCESS FROM NODE 30.70 TO NODE 30.80 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 10.24 RAINFALL INTENSITY (INCH./HOUR) = 4.81 TOTAL STREAM AREA (ACRES) = .40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.06 I lCONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY 1NUMBER (CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 37.66 15.67 3.657 IRAINFALL-INTENSITY-RATIO 2 1.06 10.24 4.813 CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 38.47 29.67 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 38.47 TIME(MINUTES) = 15.672 TOTAL AREA(ACRES) = 17.50 FLOW PROCESS FROM NODE 30.80 TO NODE 32.10 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< J>>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.8 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 12.9 UPSTREAM NODE ELEVATION = 314.67 DOWNSTREAM NODE ELEVATION = 253.10 FLOWLENGTH(FEET) = 146.69 MANNINGS N = .013 IGIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 3. PIPEFLOW THRU SUBAREA(CFS) = 38.47 TRAVEL TIME(MIN.) = .19 TC(MIN.) = 15.86 #FLOW PROCESS FROM NODE 31.10 TO NODE 31.20 IS CODE= 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ISOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION = 304.80 DOWNSTREAM ELEVATION = 303.80 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .27 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27 0 I FLOW PROCESS FROM NODE 31.20 TO NODE 31.30 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< IUPSTREAM ELEVATION = 303.80 DOWNSTREAM ELEVATION = 302.80 STREET LENGTH(FEET) = 140.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = • 1.39 STREET FLOWDEPTH(FEET) = .29 1 L HALFSTREET FLOODWIDTH(FEET) = 8.15 U AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.78 PRODUCT OF DEPTH&VELOCITY = .52 I STREETFLOWTRAVELTIME(MIN) = 1.31 TC(MIN) = 11.16 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.552 I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.25 SUMMED AREA(ACRES) 1.00 TOTAL RUNOFF(CFS) = 2.52 I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY = .66 ,[ FLOW PROCESS FROM NODE 31.30 TO NODE 31.60 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I 1DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 2.5 UPSTREAM NODE ELEVATION = 300.00 DOWNSTREAM NODE ELEVATION = 298.00 FLOWLENGTH(FEET) = 60.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = i PIPEFLOW THRU SUBAREA(CFS) = 2.52 TRAVEL TIME(MiN.) = .40 TC(MIN.) = 11.56 1* FLOW PROCESS FROM NODE 31.30 TO NODE 31.60 IS CODE = --------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MINUTES) = 11.56 RAINFALL INTENSITY (INCH./HOUR) = 4.45 TOTAL STREAM AREA (ACRES) = 1.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.52 tFLOW PROCESS FROM NODE 31.40 TO NODE 31.50 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ISOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 306.00 DOWNSTREAM ELEVATION = 305.00 ELEVATION DIFFERENCE = 1.00 I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .27 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27 I IFLOW PROCESS FROM NODE 31.50 TO NODE 31.60 IS CODE = 6 ---------------------------------------------------------------------1>>>>>COMTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 305.00 DOWNSTREAM ELEVATION = 302.00 I STREET LENGTH(FEET) = 270.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.58 I STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.44 I PRODUCT OF DEPTH&VELOCITY = .87 STREETFLOW TRAVELTIME(MIN) = 1.84 TC(MIN) = 11.70 I " 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416 SOIL CLASSIFICATION IS I'D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 6.56 ISUMMED AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 6.83 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.51 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY = 1.28 IFLOW PROCESS FROM NODE 31.50 TO NODE 31.60 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.70 RAINFALL INTENSITY (INCH'./HOUR) = 4.42 TOTAL STREAM AREA (ACRES) = 2.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 6.83 ICONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY INUMBER (CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 2.52 11.56 4.451 I 2 6.83 11.70 4.416 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 9.30 9.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 9.33 TIME(MINUTES) = 11.697 TOTAL AREA(ACRES) = 3.80 tFLOW PROCESS FROM NODE 31.60 TO NODE 31.80 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I>>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION = 300.00 i I DOWNSTREAM NODE ELEVATION = 288.00 FLOWLENGTH(FEET) = 140.00 MANNINGS N = .013 I GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 9.33 TRAVEL TIME(MIN.) = .44 TC(MIN.) = 12.14 FLOW PROCESS FROM NODE 31.60 TO NODE 31.80 IS CODE = 1 F>>>>>DESIGNATE-INDEPENDENT-STREAM-FOR-CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 12.14 RAINFALL INTENSITY (INCH./HOUR) = 4.31 TOTAL STREAM AREA (ACRES) = 3.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 9.33 IFLOW PROCESS FROM NODE 31.70 TO NODE 31.80 IS CODE = 2 -------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION = 320.00 DOWNSTREAM ELEVATION = 290.00 I ELEVATION DIFFERENCE = 30.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.751 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. I100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.403 SUBAREA RUNOFF(CFS) = .97 TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = .97 t FLOW PROCESS FROM NODE 31.70 TO NODE 31.80 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.75 I RAINFALL INTENSITY (INCH./HOUR) = 4.40 TOTAL STREAM AREA (ACRES) = .40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .97 STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 i 9.33 12.14 4.312 2 .97 11.75 4.403 l RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 10.28 10.11 I I CONFLUENCE INFORMATION: I ZC)E I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I RUNOFF(CFS) = 10.28 TIME(MINUTES) = 12.139 TOTAL AREA(ACRES) = 4.20 [FLOW PROCESS FROM NODE 31.80 TO NODE 32.10 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU StJBAREA<<<<< U>>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 10.5 UPSTREAM NODE ELEVATION = 288.00 DOWNSTREAM NODE ELEVATION = 253.10 FLOWLENGTH(FEET) = 60.00 MANNINGS N = .013 IGIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 10.28 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 12.23 I ,FLOW PROCESS FROM NODE 31.80 TO NODE 32.10 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 12.23 RAINFALL INTENSITY (INCH./HOUR) = 4.29 I TOTAL STREAM AREA (ACRES) = 4.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 10.28 IFLOW PROCESS FROM NODE 30.80 TO NODE 32.10 IS CODE = 7 -------------------------------------------------------------------------- SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.86 RAIN INTENSITY(INCH/HOUR) = 3.63 TOTAL AREA(ACRES) = 17.50 TOTAL RUNOFF(CFS) = 38.50 ee IFLOW PROCESS FROM NODE 30.80 TO NODE 32.10 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ITIME OF CONCENTRATION(MINUTES) = 15.86 RAINFALL INTENSITY (INCH./HOUR) = 3.63 TOTAL STREAM AREA (ACRES) = 17.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 38.50 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) --------------------------------------------------------------------------- 1 10.28 12.23 4.290 I . 238.50 15.86 3.629 I ' RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 42.85 47.20 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 47.20 TIME(MINUTES) = 15.860 TOTAL AREA(ACRES) = 21.70 ****** * * ****** * *** ** * * *** * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.64 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.40 FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 4 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.0 UPSTREAM NODE ELEVATION = 420.00 I DOWNSTREAM NODE ELEVATION = 392.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 2. PIPEFLOW THRU SUBAREA(CFS) = 3.40 TRAVEL TINE(MIN.) = .28 TC(MIN.) = 5.28 tFLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 5.28 I RAINFALL INTENSITY (INCH./HOUR) = 7.38 TOTAL STREAM AREA (ACRES) = 1.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE 3.40 ,FLOW PROCESS FROM NODE 37.10 TO NODE 37.20 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION = 428.00 DOWNSTREAM ELEVATION = 427.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 I 3.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 [ FLOW PROCESS FROM NODE 37.20 TO NODE 37.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1UPSTREAM ELEVATION = 426.50 DOWNSTREAM ELEVATION. = 393.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.72 STREET FLOWDEPTH(FEET) = .29 I HALFSTREET FLOODWIDTH(FEET) = 8.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30 PRODUCT OF DEPTH&VELOCITY = 1.24 ISTREETFLOW TRAVELTIME(MIN) = 3.10 TC(MIN) = 12.96 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.135 I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 12.28 SUMMED AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = 12.82 IEND OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 4.80 DEPTH*VELOCITY = 1.66 I FLOW PROCESS FROM NODE 37.20 TO NODE 37.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CON FLUENCED STREAM VALUES<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.96 I , RAINFALL INTENSITY (INCH./HOUR) = 4.13 TOTAL STREAM AREA (ACRES) = 5.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 12.82 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 171 3.40 5.28 7.379 2 12.82 12.96 4.135 I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 10.58 14.73 ICOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 14.73 TIME(MINUTES) = 12.956 TOTAL AREA(ACRES) = 6.60 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = I t -------------------------------------------------------------------------- : >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ICONFLUENCE.VALUES USED FOR INDEPENDENT STREAM lARE: TIME OF CONCENTRATION(MINUTES) = 12.96 I RAINFALL INTENSITY (INCH./HOUR) = 4.13 TOTAL STREAM AREA (ACRES) = 6.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 14.73 FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 Is CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 414.00 I I DOWNSTREAM ELEVATION = 413.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 ****** * ****** ** ***** ***** **************** **** *** *** * * **** FLOW PROCESS FROM NODE 40.00 TO NODE 38.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 413.00 DOWNSTREAM ELEVATION = I STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.90 STREET FLOWDEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.57 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.19 PRODUCT OF DEPTH&VELOCITY = 1.16 STREETFLOW TRAVELTIME(MIN) = 1.59 TC(MIN) = 11.44 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.68 SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 5.22 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.30 FLOW VELOCITY(FEET/SEC.) = 5.31 DEPTH*VELOCITY = 1.66 FFLOW PROCESS FROM NODE 40.00 TO NODE 38.00 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 11 392.00 = .0200 ITIME OF CONCENTRATION(MINUTES) = 11.44 RAINFALL INTENSITY (INCH./HOUR) = 4.48 I TOTAL STREAM AREA (ACRES) = 2.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 5.22 CONFLUENCE INFORMATION: I STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) --------------------------------------------------------------------------- I i14.73 12.96 4.135 2 5.22 11.44 4.479 ,RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 19.55 18.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: IRUNOFF(CFS)= 19.55 TIME(MINUTES) = 12.956 TOTAL AREA(ACRES) = 8.70 I* * * * * * * * * * * * * * * * * * * * * * * * * * *• * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 38.00 TO NODE 40.50 IS CODE = -------------------------------------------------------------------------- INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MINUTES) = 12.96 RAINFALL INTENSITY (INCH./HOUR) = 4.13 TOTAL STREAM AREA (ACRES) = 8.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 19.55 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 'UPSTREAM ELEVATION = 423.00 DOWNSTREAM ELEVATION = 422.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 FLOW PROCESS FROM NODE 42.00 TO NODE 42.50 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< IUPSTREAM ELEVATION = 422.00 DOWNSTREAM ELEVATION = 392.00 STREET LENGTH(FEET) = 1100.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS,) = 10.36 STREET FLOWDEPTH(FEET) = .42 I I I HALFSTREET FLOODWIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.66 I PRODUCT OF DEPTH&VELOCITY = 1.94 STREETF LOWTRAVELTIME(MIN) = 3.94 TC(MIN) = 13.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.972 I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 19.44 'SUMMED AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS) = 19.98 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 19.13 FLOW VELOCITY(FEET/SEC.) = 5.29 DEPTH*VELOCITY = 2.69 tFLOW.PROCESS FROM NODE 42.50 TO NODE 40.50 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 13.79 RAINFALL INTENSITY (INCH./HOUR) = 3.97 TOTAL STREAM AREA (ACRES) = 9.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 19.98 I CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.55 12.96 4.135, 2 19.98 13.79 3.972 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 38.75 38.76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 38.76 TIME(MINUTES) = 13.788 TOTAL AREA(ACRES) = 17.80 1FLOW PROCESS FROM NODE 40.50 TO NODE 43.00 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<cz<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< - PIPEFLOW VELOCITY(FEET/SEC.) = 12.3 UPSTREAM NODE ELEVATION = 387.00 I DOWNSTREAM NODE ELEVATION.= 357.00 FLOWLENGTH(FEET) = 330.00 MANNINGS N = .0.13 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 I PIPEFLOW THRU SUBAREA(CFS) = 38.76 TRAVEL TINE(MIN.) = .45 TC(MIN.) = 14.23 I************************************************************************** FLOW PROCESS FROM NODE 40.50 TO NODE 43.00 IS CODE = 1 Li I 3Sa/ I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 'CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.23 RAINFALL INTENSITY (INCH./HOUR) = 3.89 TOTAL STREAM AREA (ACRES) = 17.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 38.76 FFLOW = = PROCESS FROM NODE 44.00 TO NODE 44.50 IS CODE = 7 t>> -------------------------------------------------------------------------- >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES-ARE AS FOLLOWS: TC(MIN) = 7.90 RAIN INTENSITY(INCH/HOUR) = 5.69 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.40 5CC"/ ,'6 C Z , r************************************************************************** FLOW PROCESS FROM NODE 44.50 TO NODE 43.00 IS CODE 3. = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 7.90 I RAINFALL INTENSITY (INCH./HOUR) = 5.69 TOTAL STREAM AREA (ACRES) = 1.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.40 FLOW PROCESS FROM NODE 44.80 TO NODE 45.00 IS CODE = 7 I>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.70 RAIN INTENSITY(INCH/HOUR) 4.68 TOTAL AREA(ACRES) 1.60 TOTAL RUNOFF(CFS) = 5.20 L5675 C Qc/: FLOW PROCESS FROM NODE 45.00 TO NODE 43.00 IS CODE = t>>>>>DESIGNATE-INDEPENDENT-STREAM-FOR-CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 10.70 RAINFALL INTENSITY (INCH./HOUR) = 4.68 I TOTAL STREAM AREA (ACRES) = 1.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 5.20 TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1 38.76 14.23 3.891 2 3.40 7.90 5.689 3 5.20 10.70 4.678 I I CONFLUENCE INFORMATION: I STREAM RUNOFF I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 45.42 34.19 40.24 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 45.42 TIME(MINUTES) = 14.234 TOTAL AREA(ACRES) = 20.40 [FLOW PROCESS FROM NODE 43.00 TO NODE 47.00 IS CODE = 4 I -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 14.5 I UPSTREAM NODE ELEVATION = 354.00 DOWNSTREAM NODE ELEVATION = 353.00 FLOWLENGTH(FEET) = 80.00 MANNINGS N = .013 IGIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 45.42 TRAVEL TIME(MIN.) =, .09 TC(MIN.) = 14.33 FLOW PROCESS FROM NODE 46.10 TO NODE 46.15 IS CODE = 7 1>>>>>USER-SPECIFIED-HYDROLOGY-INFORMATION-AT-NODE<<<<< IUSER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.64 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = 2.20 I /7 ,1V9,7'O6/c FLOW PROCESS FROM NODE 46.15 TO NODE 46.16 IS CODE = 3. I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 5.00 RAINFALL INTENSITY (INCH./HOUR) = 7.64 TOTAL STREAM AREA (ACRES) = .30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.20 I************************************************************************** FLOW PROCESS FROM NODE 46.17 TO NODE 46.16 IS CODE = 7 -------------------------------------------------------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ----------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.64 TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 2.20 !3f P196 E 0 FOR /-/ //,Lo IC /t I* ************************************************************************** FLOW PROCESS FROM NODE 46.17 TO NODE 46.16 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 5.00 RAINFALL INTENSITY (INCH./HOUR) = 7.64 TOTAL STREAM AREA (ACRES) = .40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.20 CONFLUENCE INFORMATION: I STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) --------------------------------------------------------------------------- I i2.20 5.00 7.641 2 2.20 5.00 7.641 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 4.40 4.40 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 4.40 TIME(MINUTES) = 5.000 TOTAL AREA(ACRES) = .70 IFLOW PROCESS FROM NODE 46.16 TO NODE 46.20 IS CODE = 3 -------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES I DEPTH PIPEFLOW VELOCITY(FEET/SEC.) = 2.1 UPSTREAM NODE ELEVATION = 377.20 DOWNSTREAM NODE ELEVATION = 369.50 I FLOWLENGTH(FEET) = 525.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.40 TRAVEL TIME(MIN.) = 4.13 TC(MIN.) = 9.13 FLOW PROCESS FROM NODE 46.16 TO NODE 46.20 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 9.13 I RAINFALL INTENSITY (INCH./HOUR) = 5.18 TOTAL STREAM AREA (ACRES) = .70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.40 ************************************************************************** FLOW PROCESS FROM NODE 46.60 TO NODE 46.20 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.50 RAIN INTENSITY(INCH/HOUR) = 4.46 TOTAL AREA(ACRES) = .80 TOTAL RUNOFF(CFS) = 2.70 56E 2 F 11VDA'2O6/C /,tJE I FLOW PROCESS FROM NODE 46.60 TO NODE 46.20 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< f>>>> COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.50 IRAINFALL INTENSITY (INCH./HOUR) = 4.46 TOTAL STREAM AREA (ACRES) = .80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.70 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY ,NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.40 9.13 5.183 2 2.70 11.50 4.465 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 6.73 6.49 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 6.73 TIME(MINUTES) = 9.127 TOTAL AREA(ACRES) = 1.50 U I FLOW PROCESS FROM NODE 46.20 TO NODE 47.00 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 2.1 UPSTREAM NODE ELEVATION = 370.00 I DOWNSTREAM NODE ELEVATION = 357.50 FLOWLENGTH(FEET) = 715.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU.SUBAREA(CFS) = 6.73 TRAVEL TIME(MIN.) = 5.57 TC(MIN.) = 14.69 IFLOW PROCESS FROM NODE 46.20 TO NODE 4700 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MINUTES) = 14.69 RAINFALL INTENSITY (INCH./HOUR) = 3.81 TOTAL STREAM AREA (ACRES) = 1.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 6.73 I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I FLOW. PROCESS FROM NODE 46.40 TO NODE 46.50 IS CODE = 2 ------------------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I I SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 I NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 13.29(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 820.00 I UPSTREAM ELEVATION = 434.00 DOWNSTREAM ELEVATION = 350.00 ELEVATION DIFFERENCE = 84.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.067 I SUBAREA RUNOFF(CFS) = .23.43 TOTAL AREA(ACRES) = 12.80 TOTAL RUNOFF(CFS) = 23.43 I FLOW PROCESS FROM NODE 43.00 TO NODE 47.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN) = 14.33 RAIN INTENSITY(INCH/HOUR) = 3.87 TOTAL AREA(ACRES) = 20.40 TOTAL RUNOFF(CFS) = 45.40 /IV=- FLOW PROCESS FROM NODE 43.00 TO NODE 47.00 IS CODE = 3. -------------------------------------------------------------------------- I. >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ITIME OF CONCENTRATION(MINUTES) = 14.33 RAINFALL INTENSITY (INCH./HOUR) = 3.87 TOTAL STREAM AREA (ACRES) = 20.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 45.40 tFLOW PROCESS FROM NODE 46.20 TO NODE 43.80 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.10 RAIN INTENSITY(INCH/HOUR) = 5.60 I TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 6.60 ee E 2 fl22,e -/ >zeowo ,'c 1FLOW PROCESS FROM NODE 43.80 TO NODE 47.00 IS CODE = 3 >>>>>CONPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.2 I UPSTREAM NODE ELEVATION = 357.00 DOWNSTREAM NODE ELEVATION = 354.00 FLOWLENGTH(FEET) = 90.00 MANNINGS N = .013 I ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 6.60 TRAVEL TIME(MIN.) = .47 TC(MIN.) = 8.57 I I IFLOW PROCESS FROM NODE 43.80 TO NODE 47.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR çONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 8.57 I I RAINFALL INTENSITY (INCH./HOUR) = 5.40 TOTAL STREAM AREA (ACRES) = 1.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 6.60 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ------------------------- U-1 6.73 14.69 3.812 2 45.40 14.33 3.874 1 3 6.60 8.57 5.398 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 56.06 56.76 43.94 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: .RUNOFF(CFS) = 56.76 TIME(MINUTES) =. 14.330 TOTAL AREA(ACRES) = 23.20 FLOW it ------------------------------------------- 7 ---------------------- PROCESS FROM NODE 47.00 TO NODE 49.00 IS CODE 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ------------- DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.2 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 5.0 UPSTREAM NODE ELEVATION = 356.00 DOWNSTREAM NODE ELEVATION = 353.00 FLOWLENGTH(FEET) = 110.00 MANNINGS N = .013 I ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 56.76 TRAVEL TIME(MIN.) = .37 TC(MIN.) = 14.70 I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I FLOW PROCESS FROM NODE 47.00 TO NODE 49.00 IS CODE = --------------------------------------------------------------------------->>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.70 RAINFALL INTENSITY (INCH./HOUR) = 3.81 I TOTAL. STREAM AREA (ACRES) = 23.20 . TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 56.76 FFLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 7 I i >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 'USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.10 RAIN INTENSITY(INCH/HOUR) = 5.60 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 7.50 5E PA'ó 3 r2,e H7,7cOO/C /AJf IFLOW PROCESS FROM NODE 51.00 TO NODE 49.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 8.10 I RAINFALL INTENSITY (INCH./HOUR) = 5.60 TOTAL STREAM AREA (ACRES) = 1.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 7.50 U STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) U-1 56.76 14.70 3.811 2 7.50 8.10 5.598 I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 61.86 46.15 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 61.86 TIME(MINUTES) = 14.698 TOTAL AREA(ACRES) = 24.60 IFLOW PROCESS FROM NODE 49.00 TO NODE 52.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< IPIPEFLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION = 354.00 'DOWNSTREAM NODE ELEVATION = 297.00 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 61.86 TRAVEL TIME(MIN.) = .93 TC(MIN.) = 15.62 rFLOW PROCESS FROM NODE 49.00 TO NODE 52.00 IS CODE = 1 I > -------------------------------------------------------------------------- >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.62 I RAINFALL INTENSITY (INCH. /HOUR) = 3.66 TOTAL STREAM AREA (ACRES) = 24.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 61.86 I I CONFLUENCE INFORMATION: I . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 2 V>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< • I5'L CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION = 320.00 DOWNSTREAM ELEVATION = 319.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 .1 **************************************************************************** I FLOW PROCESS FROM NODE 54.00 TO NODE 54.50 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< IUPSTREAM ELEVATION = 319.00 DOWNSTREAM ELEVATION = 297.00 STREET LENGTH(FEET) = 360.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 ISPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.28 STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.46 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.01 PRODUCT OF DEPTH&VELOCITY = 2.02 STREETFLOW TRAVELTIME(MIN) = 1.00 TC(MIN) = 10.85 1 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.635 SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 13.51 SUMMED AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 14.05 END OF SUBAREA STREETFLOW HYDRAULICS: IDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.93 FLOW VELOCITY(FEET/SEC.) = 6.83 DEPTH*VELOCITY = 2.76 I FLOW PROCESS FROM NODE 54.50 TO NODE 52.00 IS CODE = 3. ---------------------------------------------------------------------------- I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 10.85 RAINFALL INTENSITY (INCH./HOUR) = 4.64 ITOTAL STREAM AREA (ACRES) = 5.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 14.05 CONFLUENCE INFORMATION: I STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) --------------------------------------------------------------------------- .1 • • I 1 61.86 15.62 3.664 2 14.05 10.85 4.635 IRAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 72.97 62.96 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 72.97 TIME(MINUTES) = 15.624 TOTAL AREA(ACRES) 30.10 I ,FLOW PROCESS FROM NODE 52.00 TO NODE 56.50 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 10.3 UPSTREAM NODE ELEVATION = 295.00 I DOWNSTREAM NODE ELEVATION ,= 244.00 FLOWLENGTH(FEET) = 850.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 72.97 TRAVEL TIME(MIN.) = 1.37 TC(MIN.) = 17.00 IFLOW PROCESS FROM NODE 54.70 TO NODE 54.80 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 295.00 DOWNSTREAM ELEVATION = 294.00 I ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 IFLOW PROCESS FROM NODE 54.80 TO NODE 55.00 IS CODE = 6 I>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 294.00 DOWNSTREAM ELEVATION = 255.00 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) = 6. ISTREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.48 I STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.10 PRODUCT OF DEPTH&VELOCITY = 1.83 ISTREETFLOW TRAVELTIME(MIN) = 2.94 TC(MIN)= 12.80 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.168 ISOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 'SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 13.75 SUMMED AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = 14.30 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.09 FLOW VELOCITY(FEET/SEC.) = 5.97 DEPTH*VELOCITY = 2.56 t rFLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA, << >>>>>" USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 4.6 I UPSTREAM NODE ELEVATION = 249.45 DOWNSTREAM NODE ELEVATION = 234.83 FLOWLENGTH(FEET) = 324.00 MANNINGS N = .013 IGIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 14.30 TRAVEL TIME(MIN.) = 1.19 TC(MIN.) = 13.98 ************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 1 t>>>>>DESIGNATE-INDEPENDENT-STREAM-FOR-CONFLUENCE<<<<< -------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.98 RAINFALL INTENSITY (INCH./HOUR) = 3.94 TOTAL STREAM AREA (ACRES) = 6.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 14.30 I* ************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 2 -------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 'INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 260.00 DOWNSTREAM ELEVATION = 259.00 I ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 IFLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< LUPSTREAM ELEVATION = 259.00 DOWNSTREAM ELEVATION = 240.00 STREET LENGTH(FEET) = 550.00 CURB HEIGTH(INCHES) = 6. I I . STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.95 I STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.46 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.08 PRODUCT OF DEPTH&VELOCITY = 1.37 STREETFLOW TRAVELTIME(MIN) = 2.25 TC(MIN) = 12.10 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.321 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 8.79 SUMMED AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 9.34 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.35 1 FLOW VELOCITY(FEET/SEC.) = 4.91 DEPTH*VELOCITY = 1.93 FLOW PROCESS FROM NODE 59.00 TO NODE 56.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ITIME OF CONCENTRATION(MINUTES) = 12.10 RAINFALL INTENSITY (INCH./HOUR) = 4.32 TOTAL STREAM AREA (ACRES) = 3.90 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 9.34 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY 1NUNBER (CFS) (MIN.) (INCH/HOUR) 1 14.30 13.98 3.936 2 9.34 12.10 4.321 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ,VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 22.80 22.36 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 22.80 TIME(MINUTES) = 13.983 TOTAL AREA(ACRES) = 10.10 I************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.50 IS CODE = 4 >>>>>COMPUTEPIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I 1>>>>>U USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION = 234.50 DOWNSTREAM NODE ELEVATION = 231.40 FLOWLENGTH(FEET) = 370.00 MANNINGS N = .013 I GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 22.80 TRAVEL TIME(MIN.) = .85 TC(MIN.) = 14.83 I TM IFLOW PROCESS FROM NODE 56.00 TO NODE 56.50 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.83 RAINFALL INTENSITY (INCH./HOUR) = 3.79 I TOTAL STREAM AREA (ACRES) = 10.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 22.80 I FLOW PROCESS FROM NODE 52.00 TO NODE 56.50 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: ITC(MIN) = 15.62 RAIN INTENSITY(INCH/HOUR) = 3.66 TOTAL AREA(ACRES) = 30.10 TOTAL RUNOFF(CFS) = 72.97 5cfe P'26 ,c2 /-//z7/?c7o/C IFLOW PROCESS FROM NODE 52.00 TO NODE 56.50 IS CODE = -------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.62 RAINFALL INTENSITY (INCH./HOUR) = 3.66 TOTAL STREAM AREA (ACRES) = 30.10 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 72.97 CONFLUENCE INFORMATION: I STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) --------------------------------------------------------------------------- I l22.80 14.83 3.789 2 72.97 15.62 3.665 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 93.38 95.02 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I RUNOFF(CFS) = 95.02 TIME(MINUTES) = 15.620 TOTAL AREA(ACRES) = 40.20 IFLOW PROCESS FROM NODE 56.50 TO NODE 145.00 IS CODE = 4 -------------------------------------------------------------------------- I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 13.4 UPSTREAM NODE ELEVATION = 243.00 DOWNSTREAM NODE ELEVATION = 240.00 FLOWLENGTH(FEET) = 28.00 MANNINGS N = .013 I - ef GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 95.02 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 15.65 1 **************************************************************************** FLOW PROCESS FROM NODE 55.10 TO NODE 55.20 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ISOIL CLASSIFICATION IS "Dt' RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 I NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.76(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 670.00 UPSTREAM ELEVATION = 370.00 I DOWNSTREAM ELEVATION = 298.00 ELEVATION DIFFERENCE = 72.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.174 SUBAREA RUNOFF(CFS) = 5.26 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 5.26 IFLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 7 I>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.90 RAIN INTENSITY(INCH/HOUR) = 4.92 TOTAL AREA(ACRES) = 7.90 TOTAL RUNOFF(CFS) = 36.80 [FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 4 I -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 11.7 I UPSTREAM NODE ELEVATION = 308.00 DOWNSTREAM NODE ELEVATION = 300.00 FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 I GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 36.80 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 9.97 FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 1 t>-->->->->-DE-SIGNATE-INDEPENDENT-STREAM-FOR-CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 9.97 RAINFALL INTENSITY (INCH./HOUR) = 4.90 TOTAL STREAM AREA (ACRES) = 7.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 36.80 I I FLOW PROCESS FROM NODE 63.20 TO 'NODE 62.00 IS CODE - 7 --------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN) = 7.60 RAIN INTENSITY(INCH/HOUR) = 5.83 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 2.80 *** *************************** ******** * ** * ** * ** FLOW PROCESS FROM NODE 63.20 TO NODE 62.00 IS CODE = ' 1 F>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 7.60 RAINFALL INTENSITY (INCH./HOUR) = 5.83 I TOTAL STREAM AREA (ACRES) = .50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.80 CONFLUENCE INFORMATION: STREAM , RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) l36.80 9.97 --------------------------------------------------------------------------- 4.895 2 2.80 7.60 5.832 'RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 39.15 33.69 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I RUNOFF(CFS) = 39.15 TIME(MINUTES) = 9.971 TOTAL AREA(ACRES) = 8.40 I************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 64.00 IS CODE = 4 -------------------------------------------------------------------------- I I>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION = 303.00 DOWNSTREAM NODE ELEVATION = 302.00 I FLOWLENGTH(FEET) = 8.25 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 39.15 TRAVEL TIME(MIN.) = .01 TC(MIN.) = 9.98 I **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -------------- ISOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I 5 UPSTREAM ELEVATION = 284.00 DOWNSTREAM ELEVATION = 283.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 FFLOW PROCESS FROM NODE 66.00 TO NODE 66.10 IS CODE = 6 -------------------------------------------------------------------------- I>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 326.00 DOWNSTREAM ELEVATION = 315.05 STREET LENGTH(FEET) = 820.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.57 I STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY = .93 I STREETFLOW TRAVELTIME(MIN) = 5.11 TC(MIN) = 14.96 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.768 I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 6.01 I SUNNED AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 6.55 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.93 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY = 1.29 f I FLOW PROCESS FROM NODE 66.10 TO NODE 63.10 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>USING USER-SPECIFIED PIPESIZE<<<<< IPEFLOW VELOCITY(FEET/SEC.) = 3.7 UPSTREAM NODE ELEVATION = 311.00 I DOWNSTREAM NODE ELEVATION = 310.60 FLOWLENGTH(FEET) = 40.50 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = 6.55 TRAVEL TIME(MIN.) = .18 TC(MIN.) = 15.14 VOW PROCESS FROM NODE 66.10 TO NODE 63.10 IS CODE = --------------------------------------------------------------------------- I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MINUTES) = 15.14 RAINFALL INTENSITY (INCH./HOUR) = 3.74 TOTAL STREAM AREA (ACRES) = 3.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 6.55 I I [ FLOW PROCESS FROM NODE 63.00 TO NODE 63.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------ ------------------------ *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 UPSTREAM ELEVATION = 319.47 DOWNSTREAM ELEVATION = 315.05 ELEVATION DIFFERENCE = 4.42 I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.432 TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641 I SUBAREA RUNOFF(CFS) = 2.18 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = 2.18 IFLOW PROCESS FROM NODE 63.00 TO NODE 63.10 IS CODE = -------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<cz<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 5.00 RAINFALL INTENSITY (INCH./HOUR) = 7.64 TOTAL STREAM AREA (ACRES) = .30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.18 CONFLUENCE INFORMATION: I STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.55 15.14 3.739 I 2 2.18 5.00 7.641 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 7.62 5.38 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 7.62 TIME(MINUTES) = 15.145 TOTAL AREA(ACRES) = 3.40 FFLOW PROCESS FROM NODE 63.10 TO NODE 64.00 IS CODE = 4 -------------------------------------------------------------------------- I >>>>>CONPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I PIPEFLOW VELOCITY(FEET/SEC.) UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 520.59 I GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 2.01 I = 4.3 306.25 302.00 MANNINGS N = .013 18.00 NUMBER OF PIPES = 7.62' TC(MIN.) = 17.16 1 I I ************************************************************************** FLOW PROCESS FROM NODE 63.10 TO NODE 64.00 Is CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.16 RAINFALL INTENSITY (INCH./HOUR) = 3.45 TOTAL STREAM AREA (ACRES) = 3.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 7.62 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * I FLOW PROCESS FROM NODE 66.20 TO NODE 67.00 IS CODE ,= 7 t>>>>>USER-SPECIFIED-HYDROLOGY-INFORMATION-AT-NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.60 RAIN INTENSITY(INCH/HOUR) = 5.83 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 2.80 I E FLOW PROCESS FROM NODE 67.00 TO NODE 64.00 IS CODE = 4 [>>>>>COMPUTE-PIPEFLOW-TRAVELTIME-THRU-SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I DEPTH OF FLOW IN 24.0 INCH PIPEFLOW VELOCITY (FEET/SEC.) UPSTREAM NODE ELEVATION = I DOWNSTREAM NODE ELEVATION FLOWLENGTH(FEET) = 28.50 GIVEN PIPE DIAMETER(INCH) = I PIPEFLOW THRU SUBAREA(CFS) TRAVEL TIME(MIN.) = .18 PIPE IS 8.9 INCHES = 2.6 303.00 302.00 MANNINGS N = • 013 24.00 NUMBER OF PIPES = 2.80 TC(MIN.) = 7.78 VOW PROCESS FROM NODE 67.00 TO NODE 64.00 IS CODE = I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 'ARE: I TIME' OF CONCENTRATION(MINUTES) = 7.78 RAINFALL INTENSITY (INCH./HOUR) = 5.74 TOTAL STREAM AREA (ACRES) = .50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.80 I **************************************************************************** tFLOW PROCESS 'FROM NODE 62.00 TO NODE 64.00 IS CODE = 7 -------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< FSER-SPECIFIED VALUES ARE AS FOLLOWS: C(MIN) = 9.98 RAIN INTENSITY(INCH/HOUR) = 4.89 TOTAL AREA(ACRES) = 8.40 TOTAL RUNOFF(CFS) = 39.15 6 '- 51 04/ /A// I I ************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 64.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: I I TIME OF CONCENTRATION(MINUTES) = 9.98 RAINFALL INTENSITY (INCH./HOUR) = 4.89 TOTAL STREAM AREA (ACRES) = 8.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 39.15 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.62 17.16 3.449 I 2 2.80 7.78 5.744 3 39.15 9.98 4.893 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 36.90 40.72 46.91 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 46.91 TIME(MINUTES) = 9.980 TOTAL AREA(ACRES) = 12.30 IFLOW PROCESS FROM NODE 64.00 TO NODE 67.20 IS CODE = 4 -------------------------------------------------------------------------- I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 14.9 UPSTREAM NODE ELEVATION = 301.80 DOWNSTREAM NODE ELEVATION = 293.50 FLOWLENGTH(FEET) = 86.74 MANNINGS N = .013 I GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 46.91 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 10.08 I ,[FLOW PROCESS FROM NODE 67.40 TO NODE 67.60 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION 'WITH 10-MINUTES ADDED = 14.03(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION = 390.00 I DOWNSTREAM ELEVATION = 300.00 ELEVATION DIFFERENCE = 90.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.928 SUBAREA RUNOFF(CFS) = 12.02 I ITOTAL AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 12.02 I************************************************************************** FLOW PROCESS FROM NODE 67.60 TO NODE 67.70 IS CODE = 1 --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ITIME OF CONCENTRATION(MINUTES) = 14.03 RAINFALL INTENSITY (INCH./HOUR) = 3.93 TOTAL STREAM AREA (ACRES) = 6.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 12.02 IFLOW PROCESS FROM NODE 70.00 TO NODE 67.70 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.60 RAIN INTENSITY(INCH/HOUR) = 5.83 I TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 9.40 yDO/ 1FLOW PROCESS FROM NODE 70.00 TO NODE 67.70 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 'TIME OF CONCENTRATION(MINUTES) = 7.60 RAINFALL INTENSITY (INCH./HOUR) = 5.83 TOTAL STREAM AREA (ACRES) = 1.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 9.40 lCONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 12.02 14.03 3.928 2 9.40 7.60 5.832 IRAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 18.35 17.49 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = ' 18.35 ,TIME(MINUTES) = 14.030 ,TOTAL AREA(ACRES) = 8.60 •**************************************************************************** FLOW PROCESS FROM NODE 67.70 TO NODE 67.20 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I>>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION = 310.50 -57_ /o DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 40.00 I GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .06 310.00 MANNINGS N = .013 18.00 NUMBER OF PIPES = 18.35 TC(MIN.) = 14.09 1 I T FLOW PROCESS FROM NODE 67.80 TO NODE 67.90 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.10 RAIN INTENSITY(INCH/HOUR) = 7.54 TOTAL AREA(ACRES.) = .90 TOTAL RUNOFF(CFS) ,= 6.50 : /',4'6E 3 /,€ /6/:: /,c/f * *.* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 67.90 TO NODE 67.91 IS CODE = 4 1>>>>>COMPUTE-.PIPEFLOW-TRAVELTIME-THRU-SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = I FLOWLENGTH(FEET) = 350.00 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 1.59 3.7 327.00 312.00 MANNINGS N = .013 18.00 NUMBER OF PIPES = 6.50 TC(MIN.) = 6.69 1 **************************************************************************** IFLOW PROCESS FROM NODE 67.90 TO NODE 67.91 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I 1CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 6.69 RAINFALL INTENSITY (INCH./HOUR) = 6.33 TOTAL STREAM AREA (ACRES) = .90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 6.50 ************************************************************************** FLOW PROCESS FROM NODE 67.92 TO NODE 67.91 IS CODE = 7 [>>>>>USER-SPECIFIED-HYDROLOGY-INFORMATION-AT-NODE<<<<< ------------ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.64 TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 2.90 I _567E" P,96 E 3 ,2,€ FLOW PROCESS FROM NODE 67.92 TO NODE 67.91 IS CODE = 1 F>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES). = 5.00 IRAINFALL INTENSITY (INCH./HOUR) = 7.64 TOTAL STREAM AREA (ACRES) = .40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.90 ICONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I 1 6.50 6.69 6.335 2 2.90 5.00 7.641 IRAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 8.90 8.29 ICOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 8.90 TIME(MINUTES) = 6.686 TOTAL AREA(ACRES) = 1.30 **************************************************************************** I FLOW PROCESS FROM NODE 67.91 TO NODE 67.20 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 6.69 RAINFALL INTENSITY (INCH./HOUR) = 6.33 TOTAL STREAM AREA (ACRES) = 1.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 8.90 IFLOW 'PROCESS FROM NODE 64.00 TO NODE 67.20 IS CODE = 7 -------------------------------------------------------------------------- I>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: ,TC(MIN) = 10.10 RAIN INTENSITY(INCH/HOtJR) = 4.85 TOTAL AREA(ACRES) = 12.40 TOTAL RUNOFF(CFS) = 47.36 6 55 ,2,€ /,V/ IFLOW PROCESS FROM NODE 64.00 TO NODE 67.20 IS CODE '= 1 -------------------------------------------------------------------------- I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 10.10 IRAINFALL INTENSITY (INCH./HOUR) = 4.85 TOTAL STREAM AREA (ACRES) = 12.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 47.36 I I FLOW PROCESS FROM NODE 67.70 TO NODE 67.20 IS CODE = 7 -------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 'USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.09 RAIN INTENSITY(INCH/HOUR) = 3.92 I TOTAL AREA(ACRES) = 8.60 TOTAL RUNOFF(CFS) = 18.40 FLOW PROCESS FROM NODE 67.70 TO NODE 67.20 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES.USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 14.09 RAINFALL INTENSITY (INCH./HOUR) = 3.92 TOTAL STREAM AREA (ACRES) = 8.60 I'TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 18.40 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY INUMBER (CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 8.90 6.69 6.335 I 2 47.36 10.10 4.855 3 18.40 14.09 3.917 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 56.58 69.03 62.11 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 69.03 TIME(MINUTES) = 10.100 TOTAL AREA(ACRES) = 22.30 VOW PROCESS FROM NODE 67.20 TO NODE 68.00 IS CODE = 4 -------------------------------------------------------------------------- I>>>>>COMPUTE'PIPEFLOW TRAVELTINE THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I PIPEFLOW VELOCITY(FEET/SEC.) = 22.0 UPSTREAM NODE ELEVATION = 299.00 DOWNSTREAM NODE ELEVATION = 276.00 FLOWLENGTH(FEET) = 380.00 MANNINGS N = .013 I GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 69.03 TRAVEL TIME(MIN.) = .29 TC(MIN.) = 10.39 I tFLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION = 321.00 DOWNSTREAM ELEVATION = 320.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 c 1 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 1 0w PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ------------------- 1UPSTREAM ELEVATION = 320.00 DOWNSTREAM ELEVATION = 315.00 STREET LENGTH(FEET) = 300.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 3. **TP1ELTIME COMPUTED USING MEAN FLOW(CFS). = 2.25 STREET FLOWDEPTH (FEET) = .30 I HALFSTREET FLOODWIDTH(FEET) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY = .77 ISTREETFLOW TRAVELTIME(MIN) = 1.96 TC(MIN) = 11.81 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.389 ISOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.38 SUMMED AREA(ACRES) '= 1.60 TOTAL RUNOFF(CFS) = 3.92 IEND OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY = 1.02 I FLOW PROCESS FROM NODE 74.00 TO NODE 75.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 11.81 RAINFALL INTENSITY (INCH./HOUR) = 4.39 TOTAL STREAM AREA (ACRES) = 1.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.92 IFLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 2 -------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 'INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 327.00 DOWNSTREAM ELEVATION = 326.00 I ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100.YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 I I ** ******************* **************************** * ***** * ** *** * ** * **** * FLOW PROCESS FROM NODE 77.00 TO NODE 75.00 IS CODE = 6 t>>>>>COMPUTE-STREETFLOW-TRAVELTIME-THRU-SUBAREA<<<<< UPSTREAM ELEVATION = 326.00 DOWNSTREAM ELEVATION = 315.00 STREET LENGTH(FEET) = 720.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS. CARRYING RUNOFF = 2 **TRIELTIME COMPUTED USING MEAN FLOW(CFS) = 5.07 STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY = .81 STREETFLOW TRAVELTIME(MIN) = 4.66 TC(MIN) = 14.51 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.844 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 8.88 SUMMED AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = 9.42 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY = 1.09 tFLOW PROCESS FROM NODE 77.00 TO NODE 75.00 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 14.51 RAINFALL INTENSITY (INCH./HOUR) = 3.84 TOTAL STREAM AREA (ACRES) = 4.40 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 9.42 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY [NUMBER (CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 3.92 11.81 4.389 2 9.42 14.51 3.844 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 12.17 12.86 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 12.86 TIME(MINUTES) = 14.508 TOTAL AREA(ACRES) = 6.00 tFLOW PROCESS FROM NODE 75.00 TO NODE 78.00 IS CODE = 4 --------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 7.3 1 •# 1 UPSTREAM NODE ELEVATION = 315.00 DOWNSTREAM NODE ELEVATION = 290.00 I FLOWLENGTH(FEET) = 170.00 MANNINGS N = .013 GIVEN PIPE.DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 12.86 TRAVEL TIME(MIN.) = .39 TC(MIN.) = 14.90 II **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 78.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.90 RAINFALL INTENSITY (INCH./HOUR) = 3.78 ITOTAL STREAM AREA (ACRES) = 6.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 12.86 I FLOW PROCESS FROM NODE 79.10 TO NODE 78.00 IS CODE = 2 -------------------------------------------------------------------------- I=>>>>>RATI0L METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION = 300.00 I DOWNSTREAM ELEVATION = 290.00 ELEVATION DIFFERENCE = 10.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.142 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH I DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.097 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) tFLOW PROCESS FROM NODE 79.00 TO NODE 78.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I I TIME OF CONCENTRATION(MINUTES) = 13.14 RAINFALL INTENSITY (INCH./HOUR) = 4.10 TOTAL STREAM AREA (ACRES) = .60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.11 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY INUMBER (CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 12.86 14.90 3.778 I 2 1.11 13.14 4.097 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I I ************************************************************************** FLOW PROCESS FROM NODE 78.00 TO NODE 80.00 IS CODE = I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.90 RAINFALL INTENSITY (INCH./HOUR) = 3.78 TOTAL STREAM AREA (ACRES) = 6.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 13.88 I **************************************************************************** I I FLOW PROCESS FROM NODE 81.00 TO NODE 80.00 IS CODE = 7 -------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.10 RAIN INTENSITY(INCH/HOUR) = 6.09 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 6.40 V>>>DESIGNATE FLOW..PROCESS FROM NODE 81.00 TO NODE 8p.00 IS CODE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 7.10 RAINFALL INTENSITY (INCH./HOUR) = 6.09 TOTAL STREAM AREA (ACRES) = 1.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 6.40 I CONFLUENCE INFORMATION: .STREAN RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) tI 1 13.88 14.90 3.778 2 6.40 . 7.10 6.094 1 13.88 12.96 , COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 13.88 TIME(MINUTES) = 14.898 TOTAL AREA(ACRES) = 6.60 I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 17.84 15.00 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 17.84 TIME(MINUTES) = 14.898 TOTAL AREA(ACRES) = 8.00 FLOW PROCESS FROM NODE 85.00 TO NODE 86.00 IS CODE = 2 V>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I. I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) =100.00 UPSTREAM ELEVATION = 399.00 DOWNSTREAM ELEVATION = 398.00 ELEVATION DIFFERENCE = 1.00 'URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 tFLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1UPSTREAM ELEVATION = 398.00 DOWNSTREAM ELEVATION = 335.00 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.96 STREET FLOWDEPTH(FEET) = .29 I HALFSTREET FLOODWIDTH(FEET) = 8.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.73 PRODUCT OF DEPTH&VELOCITY = 1.66 I STREETFLOW TRAVELTIME(MIN) = 2.62 TC(MIN) = 12.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.237 I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 7.20 SUBAREA RUNOFF(CFS) = .16.78 SUMMED AREA(ACRES) = 7.40 TOTAL RUNOFF(CFS) = 17.32 I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 6.48 DEPTH*VELOCITY = 2.25 FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = L>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 'CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 12.47 RAINFALL INTENSITY (INCH./HOUR) = 4.24 TOTAL STREAM AREA (ACRES) = 7.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 17.32 VOW PROCESS FROM NODE 7.80 TO NODE 87.00 IS CODE = 7 -------------------------------------------------------------------------- I>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.10 RAIN INTENSITY(INCH/HOUR). = 4.11 TOTAL AREA(ACRES) = 10.60 TOTAL RUNOFF(CFS) = 25.10 [11 TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) l17.32 12.47 --------------------------------------------------------------------------- 4.237 2 25.10 13.10 4.105 ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.10 RAINFALL INTENSITY (INCH./HOUR) = 4.11 I TOTAL STREAM AREA (ACRES) = 10.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 25.10 CONFLUENCE INFORMATION: STREAM RUNOFF FLOW PROCESS FROM NODE 4.00 TO NODE 87.00 IS CODE = 1 I--------------------------------------------------------------------------->>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 41.64 41.88 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 41.88 TIME(MINUTES) = 13.100 TOTAL AREA(ACRES) = 18.00 FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 4 F>>>COMPUTE PIPEFLOW TRAVELTIME THRU >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I PIPEFLOW VELOCITY(FEET/SEC.) = 23.7 UPSTREAM NODE ELEVATION = 335.00 DOWNSTREAM NODE ELEVATION = 267.00 I FLOWLENGTH(FEET) = 280.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 41.88 TRAVEL TIME(MIN.) = .20 TC(MIN.) = 13.30 tFLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = ------------------------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< f CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.30 RAINFALL INTENSITY (INCH./HOUR) = 4.07 TOTAL STREAM AREA (ACRES) = 18.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 41.88 L************************************************************************** FLOW PROCESS FROM NODE 79.00 TO NODE 88.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I URURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION I WITH 10-MINUTES ADDED = 10.00(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 2.10 UPSTREAM ELEVATION = 340.00 I DOWNSTREAM ELEVATION = 265.00 ELEVATION DIFFERENCE = 75.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.885 SUBAREA RUNOFF(CFS) = 4.62 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4.62 I ************************************************************************** FLOW PROCESS FROM NODE 79.00 TO NODE 88.00 IS CODE = >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 10.00 RAINFALL INTENSITY (INCH./HOUR) = 4.89 TOTAL STREAM AREA (ACRES) = 2.10 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.62 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY tNUMBER (CFS) (MIN.) (INCH/HOUR) 1 41.88 13.30 4.066 2 4.62 10.00 4.885 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 45.72 39.47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 45.72 TIME(MINUTES)= 13.297 TOTAL AREA(ACRES) = 20.10 I r ************************************************************************** FLOW PROCESS FROM NODE 88.00 TO NODE 71.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<.<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.30 I RAINFALL INTENSITY (INCH. /HOUR) = 4.07 TOTAL STREAM AREA (ACRES) = 20.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 45.72 I I FLOW PROCESS FROM NODE 70.90 TO NODE 71.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.64 TOTAL AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = 5.10 I I S IFLOW PROCESS FROM NODE 70.90 TO NODE 71.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< -------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 5.00 I RAINFALL INTENSITY (INCH./HOUR) = 7.64 TOTAL STREAM AREA (ACRES) = .70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 5.10 I CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY ,NUMBER (CFS) (MIN.) (INCH/HOUR) 1 45.72 13.30 4.066 2 5.10 5.00 7.641 I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 48.44 29.43 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 48.44 TIME(MINUTES) = 13.297 TOTAL AREA(ACRES) = 20.80 L **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 68.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I U CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.30 RAINFALL INTENSITY (INCH./HOUR) = 4.07 TOTAL STREAM AREA (ACRES) = 20.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 48.44 I FLOW PROCESS FROM NODE 67.20 TO NODE 68.00 IS CODE = 7 -------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN) = 10.10 RAIN INTENSITY(INCH/HOUR) = 4.85 TOTAL AREA(ACRES) = 22.30 TOTAL RUNOFF(CFS) = 68.60 5EC poE 1* FLOW PROCESS FROM NODE 67.20 TO NODE 68.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 10.10 RAINFALL INTENSITY (INCH./HOUR) = 4.85 TOTAL STREAM AREA (ACRES) = 22.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 68.60 I Ik * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 80.00 TO NODE 68.00 IS CODE = 7 ---------------------------------------------------------------------------- G >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.89 RAIN INTENSITY(INCH/HOUR) = 3.78 TOTAL AREA(ACRES) = 8.00 TOTAL RUNOFF(CFS) = 17.84 IFLOW PROCESS FROM NODE 80.00 TO NODE 68.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: U TIME OF CONCENTRATION(MINUTES) = 14.89 RAINFALL INTENSITY (INCH./HOUR) = 3.78 TOTAL STREAM AREA (ACRES) = 8.00 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 17.84 CONFLUENCE INFORMATION: STREAM. RUNOFF TIME INTENSITY tNUMBER (CFS) (MIN..) (INCH/HOUR) 1 48.44 13.30 4.066 2 68.60 10.10 4.855 3 17.84 14.89 3.780 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 122.47 123.05 116.28 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 123.05 TIME(MINUTES) = 10.100 TOTAL AREA(ACRES) = 51.10 1k FLOW PROCESS FROM NODE 68.00 TO NODE 82.00 IS CODE = 4 -------------------------------------------------------------------------- I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 25.1 UPSTREAM NODE ELEVATION = 265.00 DOWNSTREAM NODE ELEVATION = 262.00 I FLOWLENGTH(FEET) = 60.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 123.05 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 10.14 I **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 82.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 10.14 I RAINFALL INTENSITY (INCH./HOUR) = 4.84 TOTAL STREAM AREA (ACRES) = 51.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 123.05 ,FLOW PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 'SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION I WITH 10-MINUTES ADDED = 12.46(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) '= 600.00 UPSTREAM ELEVATION = 320.00 DOWNSTREAM ELEVATION = 250.00 I ELEVATION DIFFERENCE = 70.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240 SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.67 IFLOW PROCESS FROM NODE 84.00 TO NODE 82.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 12.46 RAINFALL INTENSITY (INCH./HOUR) = 4.24 TOTAL STREAM AREA (ACRES) = 1.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.67 I CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY INUMBER (CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 123.05 10.14 4.843 I 2 2.67 12.46 4.240 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 125.39 110.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 125.39 TIME(MINUTES) = 10.140 TOTAL AREA(ACRES) = 52.50 tFLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------- I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA-FLOW-LENGTH(FEET) = 100.00 /7OP/6 UPSTREAM ELEVATION = 310.00 DOWNSTREAM ELEVATION = 309.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 ISUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 #FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 6 -------------------------------------------------------------------------- 1>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I UPSTREAM ELEVATION = 309.00 DOWNSTREAM ELEVATION = 282.00 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.38 I STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.60 I PRODUCT OF DEPTH&VELOCITY = 1.70 STREETFLOW TRAVELTIME(MIN) = 2.90 TC(MIN) = 12.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.177 ISOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 13.55 ISUMMED AREA(ACRES) = 6.10 TOTAL RUNOFF(CFS) = .14.10 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.66 FLOW VELOCITY(FEET/SEC.) = 5.48 DEPTH*VELOCITY = 2.41 i FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< J>>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 8.0 I UPSTREAM NODE ELEVATION = 282.00 DOWNSTREAM NODE ELEVATION = 276.00 FLOWLENGTH(FEET) = 220.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = 14.10 TRAVEL TIME(MIN.) = .46 TC(MIN.) = 13.21 I FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = 3. -------------------------------------------------------------------------- I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MINUTES) = 13.21 RAINFALL INTENSITY (INCH./HOUR) = 4.08 TOTAL STREAM AREA (ACRES) = 6.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 14.10 I I************************************************************************** FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 IS CODE = 2 ---------------------------------------------------------------------------- I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 280.00 DOWNSTREAM ELEVATION = 279.00 I ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF (CFS) .54 tFLOW PROCESS FROM NODE 95.00 TO NODE 96.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 279.00 DOWNSTREAM ELEVATION = 276.00 I STREET LENGTH(FEET) = 250.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.50. STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29 PRODUCT OF DEPTH&VELOCITY = .74 STREETFLOW TRAVELTIME(MIN) = 1.82 TC(MIN) = 11.67 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.422 I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.89 SUNNED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 4.43 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20 FLOW VELOCITY(FEET/SEC.) = 2.76 DEPTH*VELOCITY = 1.02 FLOW PROCESS FROM NODE 96.00 TO NODE 93.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 11.67 I RAINFALL INTENSITY (INCH./HOUR) = 4.42 TOTAL STREAM AREA (ACRES) = 1.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.43 I CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) LI 71 I I 772 á:9s --------------------------------------------------------------------------- 1 14.10 13.21 4.082 2 4.43 11.67 4.422 0 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 18.19 17.45 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 18.19 TIME(MINUTES) = 13.213 TOTAL AREA (ACRES) = 7.90 IFLOW PROCESS FROM NODE 93.00 TO NODE 97.00 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 5.8 IUPSTREAM NODE ELEVATION = 276.00 DOWNSTREAM NODE ELEVATION = 267.00 FLOWLENGTli(FEET) = 660.00 MANNINGS N = .013 IGIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 18.19 TRAVEL TIME(MIN.) = 1.90 TC(MIN.) = 15.11 ************************************************************************** FLOW PROCESS FROM NODE 93.00 TO NODE 97.00 IS CODE = I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.11 RAINFALL INTENSITY (INCH./HOUR) = 3.74 TOTAL STREAM AREA (ACRES) = 7.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 18.19 VFLOW PROCESS FROM NODE 98.00 TO NODE 99.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 280.00 DOWNSTREAM ELEVATION = 279.00 I ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 IFLOW PROCESS FROM NODE 99.00 TO NODE 100.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 279.00 DOWNSTREAM ELEVATION = 267.00 ISTREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.15 I STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.21 I PRODUCT OF DEPTH&VELOCITY = 1.19 STREETF LOW TRAVELTIME(MIN) = 3.64 TC(MIN) = 13.49 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.028 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 9.08 I SUMMED AREA(ACRES) = 4.30 TOTAL RUNOFF(CFS) = 9.63 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.66 FLOW VELOCITY(FEET/SEC.) = 3.74 DEPTH*VELOCITY = 1.65 [FLOW PROCESS FROM NODE 100.00 TO NO 97.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------- -------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.49 IRAINFALL INTENSITY (INCH./HOUR) 4.03 TOTAL STREAM AREA (ACRES) = 4.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 9.63 ************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 2 I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 300.00 DOWNSTREAM ELEVATION = 299.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 t>>>>>COMPUTE-STREETFLOW-TRAVELTIME-THRU-SUBAREA<<<<< I UPSTREAM ELEVATION = 299.00 DOWNSTREAM ELEVATION = 267.00 STREET LENGTH(FEET) = 1150.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.66 STREET FLOWDEPTH(FEET) = .42 I HALFSTREET FLOODWIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.80 PRODUCT OF DEPTH&VELOCITY = 2.00 I STREETFLOW TRAVELTIME(MIN) = 4.00 TC(MIN) = 13.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.961 I .SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 20.26 SUMMED-AREA(ACRES) = 9.50 TOTAL RUNOFF(CFS) = 20.80 I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 19.13 FLOW VELOCITY(FEET/SEC.) = 5.50 DEPTH*VELOCITY = 2.80 **** ** * *** * * **** * * I FLOW PROCESS FROM NODE 103.00 TO NODE 97.00 IS CODE = 3. ;;;;;DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 13.85 ,RAINFALL INTENSITY (INCH./HOUR) = 3.96 TOTAL STREAM AREA (ACRES) = 9.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 20.80 TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.19 15.11 3.744 2 9.63 13.49 4.028 3 20.80 13.85 3.961 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 46.80 46.98 47.46 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 47.46 TIME(MINUTES) = 13.848 TOTAL AREA(ACRES) = 21.70 1FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 309.00 DOWNSTREAM ELEVATION = 308.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 I CONFLUENCE INFORMATION: ISTREAM RUNOFF I 75e,'f [FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 0 UPSTREAM ELEVATION = 308.00 DOWNSTREAM ELEVATION = 300.00 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.56 I STREET FLOWDEPTH (FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 8.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY = .84 I STREETFLOW TRAVELTIME(MIN) = 2.00 TC(MIN) = 11.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.378 I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 7.95 'SUMMED AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 8.49 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .34 0 HALFSTREET FLOODWIDTH(FEET) = 10.46 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY = 1.17 f I FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>USING USER-SPECIFIED PIPESIZE<<<<< IPEFLOW VELOCITY(FEET/SEC.) = 4.8 UPSTREAM NODE ELEVATION = 300.00 IDOWNSTREAM NODE ELEVATION = 269.00 FLOWLENGTH(FEET) = 500.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 I PIPEFLOW THRU SUBAREA(CFS) = 8.49 TRAVEL TIME(MIN.) = 1.73 TC(MIN.) = 13.59 rFLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 2 -------------------------------------------------------------------------- I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 317.00 DOWNSTREAM ELEVATION = 316.00 I ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 I SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 I FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE '= 6 U>>>>COMPUTE - STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 316.00 DOWNSTREAM ELEVATION = 292.00 I STREET LENGTH(FEET) = 580.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.32 STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.18 PRODUCT OF DEPTH&VELOCITY = 1.92 STREETFLOW TRAVELTIME(MIN) = 1.87 TC(MIN) = 11.72 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.411 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 l SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 15.53 SUNNED AREA(ACRES) = 6.60 TOTAL RUNOFF(CFS) = 16.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.24 FLOW VELOCITY(FEET/SEC.) = 5.83 DEPTH*VELOCITY = 2.63 [FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY (FEET/SEC.) 'UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 170.00 'GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .31 = 9.1 292.00 265.00 MANNINGS N = .013 18.00 NUMBER OF PIPES = 16.07 TC(MIN.) = 12.03 1 ************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = t;>_;>_>__DE_SI_G_N_A_T_E INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 12.03 RAINFALL INTENSITY (INCH./HOUR) = 4.34 TOTAL STREAM AREA (ACRES) = 6.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 16.07 I r ************************************************************************** FLOW PROCESS FROM NODE 112.50 TO NODE 112.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS. FOLLOWS: TC(MIN) = 13.84 RAIN INTENSITY(INCH/HOUR) = 3.96 1 6efeE P196E -3 JzOR /A" I 1 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.00 I************************************************************************** FLOW PROCESS FROM NODE 112.50 TO NODE 112.00 IS CODE = 1 F>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.84 RAINFALL INTENSITY (INCH./HOUR) = 3.96 I TOTAL STREAM AREA (ACRES) = 1.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.00 CONFLUENCE INFORMATION: II ' STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) i 16.07 12.03 4.337 2 4.00 13.84 3.962 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 19.72 18.68 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 'RUNOFF(CFS) = 19.72 TIME(MINUTES) = 12.029 TOTAL AREA(ACRES) = 8.00 I FLOW PROCESS FROM NODE 112.00 TO NODE 108.00 IS CODE = I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MINUTES) = 12.03 RAINFALL INTENSITY (INCH./HOUR) = 4.34 TOTAL STREAM AREA (ACRES) = 8.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 19.72 tFLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 1USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.59 RAIN INTENSITY(INCH/HOUR) = 4.01 I TOTAL AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 8.49 5EE P76C 75 FQ,e /-/YD,Oo/c /AJ/ FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.59 RAINFALL INTENSITY (INCH./HOUR) = 4.01 TOTAL STREAM AREA (ACRES) = 3.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 8.49 I S. CONFLUENCE INFORMATION: RUNOFF TIME INTENSITY ,STREAM NUNBER (CPS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 19.72 12.03 4.337 2 8.49 13.59 4.009 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 27.57 26.72 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 27.57 TIME(MINUTES) = 12.029 TOTAL AREA(ACRES) = 11.50 IFLOW PROCESS FROM NODE 108.00 TO NODE 113.00 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 8.8 IUPSTREAM NODE ELEVATION = 269.00 DOWNSTREAM NODE ELEVATION = 266.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 I GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 27.57 TRAVEL TIME(MIN.) = .19 TC(MIN.) = 12.22 FLOW PROCESS FROM NODE 108.00 TO NODE 113.00 IS CODE I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 12.22 RAINFALL INTENSITY (INCH./HOUR) = 4.29 TOTAL STREAM AREA (ACRES) = 11.50 ITOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 27.57 LFLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 2 f>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< OIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 277.00 'DOWNSTREAM ELEVATION = 276.00 I ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME'OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 ' ' ITOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE 1= 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 276.00 DOWNSTREAM ELEVATION = 270.00 ISTREET LENGTH(FEET) = 200.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.83 STREET FLOWDEPTH (FEET) = .24 HALFSTREET FLOODWIDTH(FEET) = 5.84 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITY = .75 STREETFLOW TRAVELTIME(MIN) = 1.08 TC(MIN) = 10.93 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.613 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.57 SUMMED AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 5.11 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 8.15 I FLOW VELOCITY(FEET/SEC.) = 3.27 DEPTH*VELOCITY = .94 FLOW PROCESS FROM NODE 116.0.0 TO NODE 113.00 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 2..9 IUPSTREAM NODE ELEVATION = 270.00 DOWNSTREAM NODE ELEVATION = 266.00 FLOWLENGTH(FEET) = 260.00 MANNINGS N = .013 I GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.11 TRAVEL TIME(MIN.) = 1.50 TC(MIN.) = 12.43 1 FLOW PROCESS FROM NODE 116.00 TO NODE 113.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.43 RAINFALL INTENSITY (INCH./HOUR) = 4.25 I I TOTAL STREAM AREA (ACRES) = 2.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 5.11 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ---------------------------------------------------------------------------- I 1 27.57 12.22 4.294 2 5.11 12.43 4.246 IRAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I .32.63 32.38 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 32.63 TIME(MINUTES) = 12.219 TOTAL AREA(ACRES) = 13.50 I * *** * ** * *** * * ***** I FLOW PROCESS FROM NODE 113.00 TO NODE 123.00 IS CODE = 4 --------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< IPIPEFLOW VELOCITY(FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION = 266.00 I DOWNSTREAM NODE ELEVATION = 256.00 FLOWLENGTH(FEET) = 340.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 32.63 TRAVEL TIME(MIN.) = .55 TC(MIN.) = 12.76 [FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 305.00 DOWNSTREAM ELEVATION = 304.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 IFLOW PROCESS FROM NODE 122.00 TO NODE 120.00 IS CODE = 6 -------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 304.00 DOWNSTREAM ELEVATION = 256.00 I STREET LENGTH (FEET) = 930.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.59 I STREET FLOWDEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 8.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.59 PRODUCT OF DEPTH&VELOCITY = 1.33 STREETFLOW TRAVELTIME(MIN) = 3.38 TC(MIN) = 13.23 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.080 I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 I SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 6.06. SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) .= 6.60 END OF SUBAREA STREETFLOW HYDRAULICS: IDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.46 FLOW VELOCITY(FEET/SEC.) = 5.44 DEPTH*VELOCITY = 1.83 tFL'OW PROCESS FROM NODE 122.0.0 TO NODE 120.00 IS CODE = -------------------------------------------------------------------------- I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3. ARE: I TIME OF CONCENTRATION(MINUTES) = 13.23 RAINFALL INTENSITY (INCH./HOUR) = 4.08 TOTAL STREAM AREA (ACRES) = 2.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 6.60 I I I FLOW PROCESS FROM NODE 121.10 TO NODE 121.20 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 I UPSTREAM ELEVATION = 280.00 DOWNSTREAM ELEVATION = 270.00 ELEVATION DIFFERENCE = 10.00 I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.331 *CAUTION: SUBAREA SLOPE' EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.969 I SUBAREA RUNOFF(CFS) = .66 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .66 I************************************************************************** FLOW PROCESS FROM NODE '121.20 TO NODE 120.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 270.09 DOWNSTREAM ELEVATION = 260.00 I STREET LENGTH(FEET) = 420.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.90 STREET FLOWDEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 6.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.13 I PRODUCT OF DEPTH&VELOCITY = .83 .STREETFLOW TRAVELTIME(MIN) = 2.24 TC(MIN) = 9.57 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.027 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = ' .90 SUBAREA RUNOFF(CFS) = , 2.49 'SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.14 END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.30 FLOW VELOCITY(FEET/SEC.) = 3.20 DEPTH*VELOCITY = 1.00 I FLOW PROCESS FROM NODE 121.20 TO NODE 120.00 IS COPE = -------------------------------------------------------------------------- ,I >>>>>DEsIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ------------ I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 9.57 RAINFALL INTENSITY (INCH./HOUR) = 5.03 TOTAL STREAM AREA (ACRES) = 1.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.14 CONFLUENCE INFORMATION: I I STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) i6.60 13.23 4.080 2 3.14 9.57 5.027 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 9.15 8.50 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 9.15 TIME(MINUTES) = 13.228 TOTAL AREA(ACRES) = 4.00 I FLOW PROCESS FROM NODE 121.20 TO NODE 120.00 IS CODE = 1 L >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 7 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ITIME OF CONCENTRATION(MINUTES) = 13.23 RAINFALL INTENSITY (INCH./HOUR) = 4.08 TOTAL STREAM AREA (ACRES) = 4.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 9.15 ****** ********* * ******* * ** ** * *** tFLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.64 TOTAL AREA(ACRES) = 8.90 TOTAL RUNOFF(CFS) = 48.40 I 5EE P9' E /-/eQw6 ,IAJF FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 1 -------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE. VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 5.00 RAINFALL INTENSITY (INCH./HOUR) = 7.64 TOTAL STREAM AREA (ACRES) = 8.90 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 48.40 CONFLUENCE INFORMATION: RUNOFF TIME INTENSITY ,STREAM NBER (CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 9.15 13.23 4.080 1 2 48.40 5.00 7.641 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 34.99 53.29 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 53.29 TIME(MINUTES) = 5.000 TOTAL AREA(ACRES) = 12.90 FLOW PROCESS FROM NODE 120.00 TO NODE 123.00 IS CODE = -------------------------------------------------------------------------- I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 5.00 I RAINFALL INTENSITY (INCH./HOUR) = 7.64 TOTAL STREAM AREA (ACRES) = 12.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 53.29 I FLOW PROCESS FROM NODE 113.00 TO NODE 123.00 IS CODE = 7 ;;;;;USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.73 RAIN INTENSITY(INCH/HOUR) = 4.18 TOTAL AREA(ACRES) = 13.50 TOTAL RUNOFF(CFS) = 32.60 ************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 123.00 IS CODE = 3. -------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: - - TIME OF CONCENTRATION(MINUTES) = 12.73 RAINFALL INTENSITY (INCH./HOUR) = 4.18 I I TOTAL STREAM AREA (ACRES) = 13.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 32.60 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I.................................................... I 1 53.29 5.00 7.641 2 32.60 12.73 4.182 IRAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 71.13 61.76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 71.13 TIME(MINUTES) = 5.000 ,TOTAL AREA(ACRES) = 26.40 FLOW PROCESS FROM NODE 123.00 TO NODE 122.60 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< #>>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 10.1 UPSTREAM NODE ELEVATION = 248.17 I DOWNSTREAM NODE.ELEVATION = 247.39 FLOWLENGTH(FEET) = 31.25 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) =. .36.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = 71.13 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 5.05 IFLOW PROCESS FROM NODE 123.00 TO NODE 122.60 IS CODE = -------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ,TIME OF CONCENTRATION(MINUTES) = 5.05 RAINFALL INTENSITY (INCH./HOUR) = 7.59 TOTAL STREAM AREA (ACRES) = 26.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 71.13 1.. IFLOW PROCESS FROM NODE 122.30 TO NODE 122.60 IS CODE = 7 -------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< IUSER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.64 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 4.40 I . 1t7,L/OE 4 'I **************************************************************************** FLOW PROCESS FROM NODE 122.30 TO NODE 122.60 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 5.00 RAINFALL INTENSITY (INCH./HOUR) = 7.64 I TOTAL STREAM AREA (ACRES) = .60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.40 I i E7P 1 ************************************************************************** FLOW PROCESS FROM NODE 122.40 TO NODE 122.60 IS CODE = 7 t>>>>>USER-SPECIFIED-HYDROL#OGY.INFORMATION-AT-NODE<<<<< I I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.64 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 4.30 3e P,6'O 7,e '79/C /A1 ************************************************************************** FLOW PROCESS FROM NODE 122.40 TO NODE 122.60 IS CODE = 1 t>>>>>DESIGNATE-INDEPENDENT-STREAM-FOR-CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 5.00 RAINFALL INTENSITY (INCH./HOUR) = 7.64 I I TOTAL STREAM AREA (ACRES) = .60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.30 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) --------------------------------------------------------------------------- I i 71.13 5.05 7.590 2 4.40 5.00 7.641 3 4.30 5.00 7.641. I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 79.77 79.36 79.36 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = . 79.77 TIME(MINUTES) =, 5.052 TOTAL AREA(ACRES) = 27.60 I .. t FLOW U PROCESS FROM NODE 125.00 TO NODE 126.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 325.00 DOWNSTREAM ELEVATION ,= 324.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 11 Al UPSTREAM ELEVATION = 324.00 DOWNSTREAM ELEVATION = 305.00 STREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) 6. ISTREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS). = 10.16 I STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.57 PRODUCT OF DEPTH&VELOCITY = 1.90 ISTREETFLOW TRAVELTIME(MIN) = 2.73 TC(MIN) = 12.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.212 , I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 19.23 SUMMED AREA(ACRES) = 8.50 TOTAL RUNOFF(CFS) = 19.77 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 19.13 FLOW VELOCITY(FEET/SEC.) = 5.23 DEPTH*VELOCITY = 2.66 I I I FLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTINE THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 305.00 I DOWNSTREAM NODE ELEVATION = 298.00 FLOWLENGTH(FEET) = 450.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 19.77 TRAVEL TIME(MIN.) = .67 TC(MIN.) = 13.26 IFLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = -------------------------------------------------------------------------- I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.26 RAINFALL INTENSITY (INCH./HOUR) = 4.07 TOTAL STREAM AREA (ACRES) = 8.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 19.77 I IFLOW PROCESS FROM NODE 129.00 TO NODE 129.10 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION = 321.00 DOWNSTREAM ELEVATION = 320.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 I 1 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 - SUBAREA RUNOFF(CFS) = 54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS.) = 54 FLOW PROCESS FROM NODE 129.10 TO NODE 128.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< tU==P=STREAM ELEVATION = 320.00 DOWNSTREAM ELEVATION = 298.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.75 I STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.27 PRODUCT OF DEPTH&VELOCITY = .98 ISTREETFLOW TRAVELTIME(MIN) = 5.10 TC(MIN) = 14.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.770 I SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 10.37 SUMMED AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 10.91 IEND OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.62 FLOW VELOCITY(FEET/SEC.) = 3.72 DEPTH*VELOCITY = 1.33 t FLOW PROCESS FROM NODE 129.10 TO NODE 128.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.95 I RAINFALL INTENSITY (INCH./HOUR) = 3.77 TOTAL STREAM AREA (ACRES) = 5.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 10.91 I CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) U-1 19.77 13.26 4.074 2 10.91 14.95 3.770 I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 29.87 29.21 ICOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 29.87 TIME(MINUTES) = 13.257 TOTAL AREA(ACRES) 13.70 FLOW PROCESS FROM NODE 128.00 TO NODE 129.20 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SiJBAREA<<<<< L>>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) ,UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 217.40 GIVEN PIPE DIAMETER(INCH) = I PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .38 IC FLOW PROCESS FROM NODE 128.00 TO NODE 129.20 IS CODE = -------------------------------------------------------------------1>>>>>SITE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MINUTES) = 13.64 RAINFALL INTENSITY (INCH./HOUR) = 4.00 TOTAL STREAM AREA (ACRES) = 13.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 29.87 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I 30L CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION = 295.00 DOWNSTREAM ELEVATION = 294.00 ELEVATION DIFFERENCE = 1.00 I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 * ** *************** ********************** *** * ********* * **** ********* **** * * * * * tFLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< fUPSTREAM ELEVATION = 294.00 DOWNSTREAM ELEVATION = 277.00 STREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH (FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.90 STREET FLOWDEPTH(FEET) = .28 I HALFSTREET FLOODWIDTH (FEET) = 757 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.82 PRODUCT OF DEPTH&VELOCITY = .78 I STREETFLOW TRAVELTIME(MIN) = 4.43 TC(MIN) = 14.28 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.882 SOIL CLASSIFICATION IS "D" = 9.5 281.15 268.40 MANNINGS N = .013 24.00 NUMBER OF PIPES = 1 29.87 TC(MIN.) = 13.64 I 'SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.62 I SUMMED AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 7.16 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.88 FLOW VELOCITY(FEET/SEC.) = 3.27 DEPTH*VELOCITY = 1.06 1FLOW PROCESS FROM NODE 132.00 TO NODE 129.20 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.28 I RAINFALL INTENSITY (INCH./HOUR) = 3.88 TOTAL STREAM AREA (ACRES) = 3.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 7.16 I CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) ------------------------------------------------------------------------- 1 29.87 13.64 4.000 I 2 7.16 14.28 3.882 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 36.82 36.15 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 36.82 TIME(MINUTES) = 13.638 TOTAL AREA(ACRES) = 17.00 1FLOW PROCESS FROM NODE 129.20 TO NODE 129.50 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 11.7 UPSTREAM NODE ELEVATION = 268.40 DOWNSTREAM NODE ELEVATION = 261.20 FLOWLENGTH(FEET) =. 207.18 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = I I PIPEFLOW THRU SUBAREA(CFS) = 36.82 TRAVEL TIME(MIN.) = .29 TC(NIN.) = 13.93 k ************************************************************************** FLOW PROCESS FROM NODE 129.20 TO NODE 129.50 IS CODE = 1 -------------------------------------------------------------------------- I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MINUTES) = 13.93 RAINFALL INTENSITY (INCH./HOUR) = 3.95 TOTAL STREAM AREA (ACRES) = 17.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 36.82 I ,,• f/q-___ I************************************************************************** FLOW PROCESS FROM NODE 129.30 TO NODE 129.40 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 I NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.93(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00 'UPSTREAM ELEVATION = 290.00 DOWNSTREAM ELEVATION = 270.00 ELEVATION DIFFERENCE = 20.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.361 I SUBAREA RUNOFF(CFS) = 1.96 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.96 I************************************************************************** FLOW PROCESS FROM NODE 129.40 TO NODE 129.50 IS CODE = 4 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 1.8 UPSTREAM NODE ELEVATION = 262.53 I DOWNSTREAM NODE ELEVATION = 261.72 FLOWLENGTH(FEET) = 54.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 1.96 TRAVEL TIME(MIN.) = .51 TC(MIN.) = 12.44 [FLOW PROCESS FROM NODE 129.40 TO NODE 129.50 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 12.44 RAINFALL INTENSITY (INCH./HOUR) = 4.24 TOTAL STREAM AREA (ACRES) = 1.00 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.96 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY [NUMBER---- (CFS) (MIN.) (INCH/HOUR) 1 36.82 13.93 3.945 2 1.96 12.44 4.244 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 38.64 36.19 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 38.64 TIME(MINUTES) = 13.933 J(- TOTAL AREA(ACRES) = 18.00 I FLOW PROCESS FROM NODE 129.50 TO NODE 133.00 IS CODE = 4 I I >>>>>CONPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 12.3 UPSTREAM NODE ELEVATION = 257.60 DOWNSTREAM NODE ELEVATION = 241.40 I FLOWLENGTH(FEET) = 286.14 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 38.64 TRAVEL TIME(MIN.) = .39 TC(MIN.) = 14.32 I I FLOW PROCESS FROM NODE 129.50 TO NODE 133.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.32 RAINFALL INTENSITY (INCH./HOUR) = 3.88 I TOTAL STREAM AREA (ACRES) = 18.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 38.64 I FLOW PROCESS FROM NODE 134.00 TO NODE 135.00 IS. CODE = 2 I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 295.00 I DOWNSTREAM ELEVATION = 294.00 ELEVATION DIFFERENCE = 1.00 'URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 I SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 6 ---------------------------------------------------------------------------- I>>>>>COMPUTE STREETFLOW TRAVELTIME THRU UPSTREAM ELEVATION = 294.00 DOWNSTREAM ELEVATION = 278.00 I STREET LENGTH(FEET) = 250.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.00 STREET FLOWDEPTH(FEET) = .24 HALFSTREET FLOODWIDTH(FEET) = 5.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.36 19 I PRODUCT OF DEPTH&VELOCITY = 1.06 STREETFLOW TRAVELTIME(MIN) = .95 TC(MIN) = 10.81 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.647 SOIL CLASSIFICATION IS "D" ,SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 6.90 SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 7.44 END OF SUBAREA STREETFLOW HYDRAULICS: IDEPTH(FEET) =. .29 HALFSTREET FLOODWIDTH(FEET) = 8.15 FLOW VELOCITY(FEET/SEC.) = 4.76 DEPTH*VELOCITY = 1.38 I FLOW PROCESS FROM NODE 136.00 TO NODE 133.00 IS CODE = 4 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< IDEPTH OF FLOW IN 18.0 INCH PIPEFLOW VELOCITY (FEET/SEC.) UPSTREAM NODE ELEVATION = ,DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 319.60 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 1.10 PIPE IS 14.6 INCHES = 4.8 274.00 241.40 MANNINGS N = .013 18.00 NUMBER OF PIPES = 7.44 TC(MIN.) = 11.91 1 I************************************************************************** FLOW PROCESS FROM NODE 136.00 TO NODE 133.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1>>>>> COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ITIME OF CONCENTRATION(MINUTES) = 11.91 RAINFALL INTENSITY (INCH./HOUR) = 4.37 TOTAL STREAM AREA (ACRES) = 2.90 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 7.44 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY I.NUNBER (CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 38.64 14.32 3.876 2 7.44 11.91 4.366 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ,VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 45.25 41.75 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 45.25 TIME(MINUTES) = 14.320 TOTAL AREA(ACRES) = 20.90 t************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 137.00 IS CODE = 4 -------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I U >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I I PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 239.50 DOWNSTREAM NODE ELEVATION = 230.34 FLOWLENGTH(FEET) = 170.02 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 45.25 TRAVEL TIME(MIN.) = .31 TC(MIN.) = 14.63 I * ** *** ******** *** ************* *************************** ****** * *** * **** * * ** IFLOW PROCESS FROM NODE 133.00 TO NODE 137.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.63 RAINFALL INTENSITY (INCH./HOUR) = 3.82 I. TOTAL STREAM AREA (ACRES) = 20.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 45.25 IFLOW PROCESS FROM NODE 142.00 TO NODE 143.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" ISINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 279.00 DOWNSTREAM ELEVATION = 278.00 I ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 I I SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 ************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 144.00 IS CODE = 6 -------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 278.00 DOWNSTREAM ELEVATION = 245.00 I STREET LENGTH(FEET) = 600.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.67 I STREETFLOWDEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 6.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.40 I PRODUCT OF DEPTH&VELOCITY = 1.17 STREETF LOW TRAVELTIME(MIN) = 2.27 TC(MIN) = 12.12 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.316 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.27 I 'SUMMED AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.82 END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.30 FLOW VELOCITY(FEET/SEC.) = 4.89 DEPTH*VELOCITY = 1.53 I************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 137.00 IS CODE = 4 ---------------------------------------------------------------------- I>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< I DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NODE ELEVATION = 236.50 DOWNSTREAM NODE ELEVATION = 230.84 FLOWLENGTH(FEET) = 5.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.82 TRAVEL TIME(MIN.) = .00 TC(MIN.) = 12.13 V ************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 137.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.13 RAINFALL INTENSITY (INCH./HOUR) = 4.31 TOTAL STREAM AREA (ACRES) = 2.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.82 FLOW PROCESS FROM NODE 52.10 TO NODE 52.20 IS CODE = 2 I ----------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 318.00 I I DOWNSTREAM ELEVATION = 317.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.933 SUBAREA RUNOFF(CFS) = .54 TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .54 FLOW PROCESS FROM NODE 52.20 TO NODE 52.30 IS CODE = 6 I I ------------------------------------------------------------------------- >>>>>CONPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 316.00 DOWNSTREAM ELEVATION = 245.00 STREET LENGTH(FEET) = 950.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 /4 d **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.50 STREET FLOWDEPTH(FEET) = .32 I .•HALFSTREET FLOODWIDTH(FEET) = 9.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.94 PRODUCT OF DEPTH&VELOCITY = 1.92 I STREETFLOW TRAVELTIME(MIN) = 2.67 TC(MIN) = 12.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.227 SOIL CLASSIFICATION IS "D" ISINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 11.86 SUNNED AREA(ACRES) = 5.30 TOTAL RUNOFF(CFS) = 12.40 IEND OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.77 FLOW VELOCITY(FEET/SEC.) = 7.09 DEPTH*VELOCITY = 2.71 FLOW PROCESS FROM NODE 52.30 TO NODE 137.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 12.52 RAINFALL INTENSITY (INCH./HOUR) = 4.23 ITOTAL STREAM AREA (ACRES) = 5.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 12.40 TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I l 45.25 14.63 --------------------------------------------------------------------------- 3.823 2 4.82 12.13 4.314 3 12.40 12.52 4.227 IRAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 60.74 57.07 58.05 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 60.74 TIME(MINUTES) = 14.628 TOTAL AREA(ACRES) = 28.20 I ** ** * * ********** * *** ** **** ** * * **** IFLOW PROCESS FROM NODE 137.00 TO NODE 145.00 IS CODE = -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.63 RAINFALL INTENSITY (INCH./HOUR) = 3.82 ITOTAL STREAM AREA (ACRES) = 28.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 60.74 I FLOW PROCESS FROM NODE 56.50 TO NODE 145.00 IS CODE = 7 -------------------------------------------------------------------------- i CONFLUENCE INFORMATION: STREAM RUNOFF >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.62 RAIN INTENSITY(INCH/HOUR) = 3.66 TOTAL AREA(ACRES) = 40.20 TOTAL RUNOFF(CFS) = 95.02 I FLOW PROCESS FROM NODE 56.50 TO NODE 145.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.62 RAINFALL INTENSITY (INCH./HOUR) = 3.66 I TOTAL STREAM AREA (ACRES) = 40.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 95.02 I STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 60.74 14.63 3.823 2 95.02 15.62 3.665 I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 151.82 153.24 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 153.24 TIME(MINUTES) = 15.620 TOTAL AREA(ACRES) = 68.40 FLOW PROCESS FROM NODE 101.00 TO NODE 200.00 IS CODE = 2 t>>>>>RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS<<<<< I SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 15.86(MINUTES) I INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION = 434.00 DOWNSTREAM ELEVATION = 400.00 I ELEVATION DIFFERENCE = 34.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.629 SUBAREA RUNOFF(CFS) = 9.14 TOTAL AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = 9.14 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION I CONFLUENCE INFORMATION: i S I WITH 10-MINUTES ADDED = 11.21(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 UPSTREAM ELEVATION = 270.00 DOWNSTREAM ELEVATION = 248.00 • ELEVATION DIFFERENCE = 22.00 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.540 SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = 1.43 ************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 2 ------------------------------------------------------------ I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.18(MINUTES) 'INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00 UPSTREAM ELEVATION = 276.00 DOWNSTREAM ELEVATION = 228.50 ELEVATION DIFFERENCE = 47.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.546 SUBAREA RUNOFF(CFS) = 3.27 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 3.27 * ** ** * ******************** ***** ************** ******* * **** ******* ** * *** I FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ICONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 11.18 RAINFALL INTENSITY (INCH./HOUR) = 4.55 TOTAL STREAM AREA (ACRES) = 1.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.27 1* FLOW PROCESS FROM NODE 205.00 TO NODE 204.00 IS CODE = 2 ---------------------------------------------------------------------------- I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" I RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 10.87(MINUTES) I INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00 UPSTREAM ELEVATION = 304.00 DOWNSTREAM ELEVATION = 228.50 ELEVATION DIFFERENCE = 75.50 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.630 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = 1.46 I **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 204.00 IS CODE = t------------- ---------------------------------- ---------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 10.87 RAINFALL INTENSITY (INCH./HOUR) = 4.63 TOTAL STREAM AREA (ACRES) = .70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.46 I CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY t NUMBER (CFS) (MIN.) (INCH/HOUR) --------------------------------------------------------------------------- 1 3.27 11.18 4.546 I 2 1.46 10.87 4.630 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 4.70 4.67 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 4.70 TIME(MINUTES) = 11.185 TOTAL AREA(ACRES) = 2.30 *********************** * ***** *** * ** * *** * ** * *** ** * tFLOW PROCESS FROM NODE 207.00 TO NODE 211.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.35(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.00 UPSTREAM ELEVATION = 300.00 DOWNSTREAM ELEVATION = 193.00 ELEVATION DIFFERENCE = 107.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.504 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = .80 TOTAL RUNOFF(CFS) = 1.62 IFLOWPROCESS FROM NODE 207.00 TO NODE 211.00 IS CODE = 1 -------------------------------------------------------------------------- I>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 11.35 RAINFALL INTENSITY (INCH./HOUR) = 4.50 TOTAL STREAM AREA (ACRES) = .80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.62 I **************************************************************************** I FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 2 -------------------- ------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Ll SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 I NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED= 11.25(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 UPSTREAM ELEVATION = 300.00 I DOWNSTREAM ELEVATION = 277.00 ELEVATION DIFFERENCE = 23.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.529 I SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = .80 TOTAL RUNOFF(CFS) = 1.63 tFLOW PROCESS FROM NODE 209.00 TO NODE 211.00 IS CODE = -------------------------------------------------------------------------- L>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 'TIME OF CONCENTRATION(MINUTES) = 11.25 RAINFALL INTENSITY (INCH./HOUR) = 4.53 TOTAL STREAM AREA (ACRES) = .80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.63 I **************************************************************************** IFLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 2 -------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION I WITH 10-MINUTES ADDED = 11.75(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 460.00 UPSTREAM ELEVATION = 270.00 I DOWNSTREAM ELEVATION = 193.00 ELEVATION DIFFERENCE = 77.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.405 SUBAREA RUNOFF(CFS) = 5.95 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 5.95 tFLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 1 -------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<cz<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: I TIME OF CONCENTRATION(MINUTES) = 11.75 RAINFALL INTENSITY (INCH./HOUR) = 4.40 TOTAL STREAM AREA (ACRES) = 3.00 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 5.95 CONFLUENCE INFORMATION: tSTREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) -------------------------------------------------------------------------- 1 1.62 11.35 4.504 1 / 2 1.63 11.25 4.529 3 5.95 11.75 4.405 I RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 9.06 9.03 9.12 'COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: .RUNOFF(CFS) = 9.12 TIME(MINUTES) = 11.745 TOTAL AREA(ACRES) = 4.60 I FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --------------- I SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION I WITH 10-MINUTES ADDED = 11.25(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 UPSTREAM ELEVATION = 276.00 DOWNSTREAM ELEVATION = 195.00 I ELEVATION DIFFERENCE = 81.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.529 SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = 1.43 **************************************************************************** t FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 1 -------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 'TIME OF CONCENTRATION(MINUTES) = 11.25 RAINFALL INTENSITY (INCH./HOUR) = 4.53 TOTAL STREAM AREA (ACRES) = .70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.43 FLOW PROCESS FROM NODE 214.00 TO NODE 213.00 IS CODE = 2 t>>>>>RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS<<<<< Li SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.25(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 UPSTREAM ELEVATION = 276.00 DOWNSTREAM ELEVATION = 195.00 ELEVATION DIFFERENCE = 81.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.529 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.02 i7 oF/t61 FLOW PROCESS FROM NODE 214.00 TO NODE 213.00 Is CODE = 1 --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 11.25 RAINFALL INTENSITY (INCH./HOUR) = 4.53 TOTAL STREAM AREA (ACRES) = .50 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.02 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) --------------------------------------------------------------------------- 1 1.43 11.25 4.529 2 1.02 11.25 4.529 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 2.45 2.45 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 2.45 TIME(MINUTES) = 11.248 TOTAL AREA(ACRES) = 1.20 I *************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 2 ---------------------------------------------------------------------------- I>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 I NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.20(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 370.00 j UPSTREAM ELEVATION = 276.00 DOWNSTREAM ELEVATION = 170.00 ELEVATION DIFFERENCE = 106.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.542 'SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.45 I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = -------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MINUTES) = 11.20 RAINFALL INTENSITY (INCH./HOUR) = 4.54 TOTAL STREAM AREA (ACRES) = 1.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.45 **************************************************************************** tFLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I . E 4 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.10 RAIN INTENSITY(INCH/HOUR) = 4.32 TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 11.00 I*************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = --------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 12.10 I RAINFALL INTENSITY (INCH./HOUR) = 4.32 TOTAL STREAM AREA (ACRES) = 5.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 11.00 *************************************************************************** I I FLOW PROCESS FROM NODE 52.50 TO NODE 218.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.10 RAIN INTENSITY(INCH/HOUR) = 3.46 I TOTAL AREA(ACRES) = 68.40 TOTAL RUNOFF(CFS) = 149.00 FLOW PROCESS FROM NODE 137.00 TO NODE 218.00 IS CODE IKTT = >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 17.10 I ' RAINFALL INTENSITY (INCH./HOUR) = 3.46 TOTAL STREAM AREA (ACRES) = 68.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 149.00 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ----------------------- 1 2.45 11.20 4.542 2 11.00 12.10 4.321 I 3 149.00 17.10 3.457 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 126.33 132.54 159.67 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 159.67 TIME(MINUTES) = 17.100 TOTAL AREA(ACRES) = 75.30 ILFLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I i ---------------- --------- S01L CLASSIFICATION IS "D" , RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.05(MINUTES) . INITIAL SUBAREA FLOW-LENGTH(FEET) = 530.00 I UPSTREAM. ELEVATION = 240.00 DOWNSTREAM ELEVATION = 162.00 ELEVATION DIFFERENCE = 78.00 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.334 SUBAREA RUNOFF(CFS) = 3.90 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 3.90 ** * ***** ****************** **************************** ***** * **** * * * * * * FLOW PROCESS FROM NODE 300.00 TO NODE 400.00 IS CODE = 7 1>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: ITC(MIN) = 11.58 RAIN INTENSITY(INCH/HOUR) = 4.45 TOTAL AREA(ACRES) = 8.70 TOTAL RUNOFF(CFS) = 32.80 END OF RATIONAL METHOD ANALYSIS I I I.. I I I I I I STORM DRAIN ANALYSIS I. S PURPOSE I The Storm Drain Analysis program calculates he hydraulic grade line elevations of a proposed or existing storm drain system I ....... given the physical characteristics and the discharge (Q). Current capability allows for either pressure flow or partial flow with cross sections being either circular or rectangular box. I A rectangular open channel can be analyzed as a box cross section, providing the results show that it is flowing partially full throughout the entire system, so that the soffit does not affect .I the computations. GENERAL DESCRIPTION I The program starts the computation for the hydraulic grade line by evaluating the friction losses and the minor losses throughout the system. The junction losses are evaluated by I equating pressure plus momentum for the incoming and outgoing flows through the junction. This is accomplished by applying the formula developed by the City of Los Angeles, which, establishes that the I summation of pressures, ignoring friction, is equal to the average cross section flow area, multiplied by the change in the hydraulic gradient through the, junction (see references). The basic flow elevations used for the main lines at either end of the junction I that apply to the pressure plus momentum equation depend on the type of flow at each end of the junction. These elevations are determined by computing the drawdown curves for each line. The I control elevation for the lateral or lateral system is taken as the average of the hydraulic grade line elevations at both ends of the junction. If the water elevation in the lateral is above this control, the momentum contributed by the lateral in the analysis I . of the junction is decreased in proportion to the total area in the lateral below the control to the total area of flow. I The point with greater force will be the control point and the point at the other end of the junction is determined by satisfying the pressure plus momentum equation. I Any of these point may be overridden by the backwater curve originating at the main control at the downstream end of the system. If this is the case, then the pressure plus momentum I . equation is applied to the point or points determined by the backwater curve during the upstream analysis. I The above-mentioned considerations apply to both partial and pressure flow. S I, 3. I , I .. I' i: I . I . STORM DRAIN ANALYSIS PAGE IWO I .. When the flow changes from partial to full or from full to I partial, the program determines and prints the location where this change occurs. If the flow reaches normal depth within a line, the program determines and prints this location. When the flow changes I from supercritical to subcritical because of downstream conditions, it happens through a hydraulic jump, the program determines the precise location of the jump by equating the pressure plus momentum for the two kinds of flow. It prints the jump 'location pressure I , plus momentum at the jump and the depth of water before and after the jump. 7 PROBLEM SET-UP A typical procedure which will allow the engineer to obtain a complete analysis of a storm drain system and also acquire all data necessary to analyze the design is as follows: Establish the main line of the entire storm drain system. Generally speaking, the lines carrying the greater Q will form the main line. In case of comparable Q's, the line contributing the greater force will be the main line. Establish the main line of any lateral system by proceeding upstream from the junction with the main line to the highest upstream inlet. Number the segments of the main line of the entire storm drain system consecutively in the upstream direction to the highest upstream inlet. The channel or conduit, existing or proposed, at the, downstream end, which the system joins, should have the lowest number in the system (normally line number 1). Number each lateral system in the same manner, proceeding from its junction with the main line to its highest upstream inlet. .. For this program the input for the storm' drain analysis is structured as follows in Column 1 of each line, and are known as cards: ' 1 - Project description card. '8 - Control card. 2 - Line data cards. The control card, and line data card are explained as follows: / S1ORPI DRAIN ANALYSIS - 0 PAGE FOUR D - Diameter D (inches) of circular conduit or Depth?D (inches) of rectangular conduit (numeric, required) I W - width W (inches) of rectangular conduit (numeric, required for rectangular section). U s - Structure type at the upstream end of ,the line. - 1— Catch basin, headwall, or'si,milar inlet structure for the first upstream line. '2 = Box inlet structure with a trash rack for the I first upstream line. I • in =. 3 Manhole, junction structure, line catch basin, or similar structure for an intermediate I line only. (Numeric, required) . I I , KJ - Junction loss coefficiet (Kj) f or. use with structure type 3. When an entry, is made and there is full .flow, the junction loss is calculated as Kj times the I outlet-velocity head, and the pressure plus momentus equation is not applied. 'If no entry is mádeor I there is partial flow, the junction ' loss' .is calculated by pressure plus momentum (numeric, optional). . - I KE Entrance loss coefficient (Ke) for use with structure - types 1, 2 and 3 when applicable. When an entry is made, the entrance loss is, calculated as Ke times 'the outlet velocity head. At junctions, this loss I is considered only in the case of full flow (numeric, optional). For most entrances KE = 0.10' - KM . - Minor loss coefficient (Kin). Summation of minor ibss coefficients for bends, manholes, etc. The minor losses are added to the friction losses for full flow I .. only (numeric, optional). Typical values for KM are: Manholes KM = 0.05. - Bends KM = 0. 002x, . central angle of curve in , . . degrees. LC - Control line number. An entry is made for the I - downstream line only of a main or lateral line -, • , system. For the main line of the entire storm drain system, the control line will be that which twas ' entered on the Card 8. For a lateral, the control , U line is the upstream line from the junction where ithe lateral connects to the main line, or another lateral - : (numeric, required) . STORM DRAIN ANALYSIS PAGE THREE CONTROL CARD (8) - This card contains the line.number and hydraulic grade line or water surface elevation of the channel or conduit at the downstream end of the main line of a storm drain system. Many drain systems may be included within one job. Each system must begin with a Control Card (8) and must not repeat line numbers from other systems in the same job. CD - Number 8 (numeric, required). L2 - Line number of the channeL or conduit at the downstream end which the system joins (numeric, required). CTL/TW - Hydraulic grade line elevation or water surface elevation of the channel or conduit at the downstream end which the system joins (numeric, required) LINE CARD (CARD 2) I This card contains the necessary information for each line of the storm drain system. CD -. - Number 2 (numeric, required). L2 • - Line number L2. The maximum line number is 300. Line numbers must be in ascending order without I duplications (numeric, required).. I MAX Q Maximum design Q (cfs) (numeric, required). ADJ. Q - Adjusted Q (cfs) for junction calculations. Adjusted Q equals maximum Q if no entry is made (numeric, I • optional). LENGTH - Line Length L (feet) (numeric, requiiPed). I FL1 - Flow line elevation FL1 (feet) of conduit at downstream end of line, (numeric, required). FL2 - Flow line elevation FL2 (feet) of conduit at upstream end of line (numeric, required). CTL/TW - Maximum allowable hydraulic grade line elevation at upper end of line for structure type 3 or maximum allowable top of water elevation for structure types 1 and 2. This entry is optional and is printed in I the output as a check value for structure types 1 and 2 (numeric, optional). I 1 • I . . I STORM DRAIN ANALYSIS RAGE rivE S Li, L3, L4- Li, L3, L4 line numbers entering the structure at the I . upstream end of the line for structure type 3. Li is the main line, L3 and L4 are the laterals (numeric, optional for Li, required for L3 and L4). I. Al, A3, A4- Al, A3, Al (degrees) confluence an'gles of lines Li, L3 and L4 to the nearest degree measured from the prolongation of L2 (numeric, required). I 1-3 L2. S. - 44 I . . . FLOW DIRECTION J - J (feet) junction length for structure type 3. This I is an entry for obtaining the friction loss across a junction,-manhole or transition structure for full £ low (numeric, optional). I N - Manning's constant, uses 0.013 if no entry is made (numeric, optional). STREET GUTTER FLOW CALCULATIONS . I The street, gutter flow calculations are based on Mannings equation for open channel flow. The design parameters, road cross sectional geometry, and roughness coefficients are listed above the I hydraulic table. S. Some important values are: S I , Cross section slopes = 2.00% Street roughness coefficient = 0.018 Parkway roughness coefficient - 0.03 I Street width - 201 S S From: Q = 1.49ar 2/3 Q = 1.49ar2"3 I - s 112 I oo I Q Given -----, the engineer will look down the discharge column I s112 for the nearest value and then left to tile depth column for the water surface elevation in the channel. I This table also shows where depth of flow will exceed the street crown, and top of curb. I 'I . FOR EXAMPLE: - 1':Hy .V1u! ' .'.'2. 1I:1;!; t;1t:i1'i ri • iiir t t't?t1 ('.1tlth lair I/l'J Width :'rs (luI.I;'r Wt,.II;Ii • Cu,'ts II1k'! . 1:uiI) L1J I . I Uu1-1i UL-71I L-11 .5 N (nu.sJ) ' .0113 II :i c.;'t! r c.si•L, I.t:(! t•' . ¶31 rp:c 'ir 13u1. (r . t1/.,,,j7(i-0 I F. u r Ci'us•is al)UVIU1 uutlt!l' r.L .,177,1 S I U hud I1uudin!:p Iitii:,ili.iiq I . ttJ'1 I'll 2:!:t—s:s i I. . 1771:315 11 /1Us'1I_--''I I %'/1) 'I tj1124)' 1 '.3 Ul'?'IU /E-'.'l .1 . 'ii ,U2 I) I t.i . 1 17'.5'I') 2. I:I::b'I - I. '1':'I5.t ! ': II) •._.'?._I. '.l.I'I,') I) 1 .2 02 1. V3 4.151111"1 . '.s:15.0!52 .' .• 1 . 1.-.; "34 ej 5) !,. ":1 Y7 . ,. ';7'$ . (:. '.:;;i :- 7.41 1.1 999 I I 1fl1ky wp999.9a - 1 7/12/89 1 •• - - • I I.. I DRY LANE CALCULATIONS COLLEGE BLVD: • , SLOPE FLOOD NODEt ST. STA Q10(CFS) (DEC) DEPTH(FT) WIDTH (PT) 51 141+89.46 4.8 0.05 0.30 ------- 63.1 16+77.71 1.0 0.02 0.23 6.5' 66.1 10+88.87 1.7 0.005 0.32 I 112 32+09.65 2.5 0.03 0.28 9' 120 161+74.82 1.5 0.03 0.24 7' 122.6 161+74.82 2.7 0.03 0.15 2.5' 132 152+08.28 3.1 0.02 0.32 MIRA MONTE: :SLOPE FLOOD 1 NODE# ST. STA Q10 (CPS) (DEC) DEPTH(PT) WIDTH(FT) 92. 15+04.72 4.1 0;04 - 0.43 16 5' I I I I I I , I 1W' P I.., cii'I to II' Ui)' I.,. dl 3! !.I'' .1)2. 11,11 Width .1) Will, fl/il 1.11411.11 = 3)) (iil.I.rp Whitli 1. ! tiirb il1I' .13 1uit!, I%;t. Le. r 13 (iiih I1rpt.li ,. 5 Ii (Porn)) '. 1)10 II (1'trkuy) 1)3 )i Iuirh Fnr . rf l l,t,ir ,r.1191r,(1E 'ii Ill. •f (iou,i RI,c,v12 Iii(.l.rr F. I. .49014 F P I P tg - 0,11.11 Aren Fl..'iIliig P .509''231: tii i. iIous 9 .tfl3tl1 I I . 7131197: 0 1.297133 . II .1)11264 12 . 0491139F-1)1 1.4 1502 0 1.03111 .0991;!)'! 1.5:331) 1) 1.21594 II . 111516 2.1)31)1 I) I. 4015, .15 .110125 2.539' I) 1.63510 • tS.4 O 16 . 3.1)416 U 1.91)1913 11 .21)125? :3.5412 II 2.39950 11) 239212 4. 04611 1) 2. U3493 I 0 . 30323:3 5. 1516 9 0 5.231)97 O 22 .44 129 6.1)512 II 6.25 11)6 51)13'!? I;. 559)) I) 1. 4 III .5721(3(3 '1.9624 0 2!- . V* G "1 5 1.565 U II). 10011 .012:3 011)0 (1. 067 1) I) II . 1305 27 . oiuwii 0. 1702 I) 13:5901 O 20 . 095 1112 9. 01213 II 15. 51)79 .9111)4:3:) 9.5154 II 17.121)1 I. II11(1 I0.9711 II 20 1)1)25 :3 1 (.10999 111.1.1)01) )) 0 2.11 fl9( (. .37. I . 290:3) ii . 19337. 1) 25. 3176 O :33 1. 41 (1)6 ((.51)5)) 1) 213.29:14 0 34 1.53011:) 12.1)01)1 13 :3(459(3 O 35 1.65312 (2.59) . I) 34.13403 31) I. 113 113 F, 1:3.11931) (( 3)3.11)40 .31 1.9)53 (3.591)2 0 42.3155 .3(3 2 .()53011 141)9(3)) I) 11)41163 2. 197 27 14.6(111 I) 50.74.33 O 1 2.3150 PS. 1(11 1) sr,. :3 .4) 2. 19935 Ili .6116); I) 13(1. 119 .42 2.65193 113. 11)92 I) 65.21393 O 43 2. 02 P!4 1 .r; ill) (I 711.1)1;')? .41 2.999(7 101 .1111 . I) 7f3.3229 .4!.; 3. 1133133 17.611 (I 02. 25014 .113 3.34251 10.1196 II 013 .10111 .11. 3.52622 (0.1)2:12 I) 94.901)3 .40 3((,j95 0 W. 12413 I). 0 101.1913 .4!) 3.9(0171 19.6271 U 0 I11fl9i13 'IF CI1UWII r. XtIF.i)lI) 0 St O !, 8. f; 411 (P 23:3.1322 U 0' Fi.()W lX(11 EIflr, [('I OF •l.;•UI)I) II '3.5(32013 4)) .5 251.31)3 52 (3. 94t)4 ; 4)) 0 2(59.57.6 11.3(6013 4() 0 )5 21.313.31)5 40 2 0 :307.649 .51. 11)1)5101 4)) 2.5 :37.15131) III. 4 19 III 3 :311). 063 10.1(31;!.; II' is 31)9, 14! 1539 4)) 4 0 3911. 32 .1,9 11.5213 II) 1.5 0 -113.1)93 (3.013(37 40 5 435.97 O lI p 25(31 4)) 5.5 4513. 155 I;:! 12. '32:35 4)) 6 4)33. 555 0 0 12. 99 09 Ill (35 0 0 51311.273 O 1)1 13. 35(33 411 1 0 533 1) 15 p:. III 7.5 559. 5137 1) 11.1)931 40 I) . 5)30. 192 14. 4605 1)) 0, 0 613.1:36 ' 0 O :131.1 •• 11 .1)2019 4)) 9 . 1)41. 3:13 0 .1;!) (5. 1953 II) 95 1)1)9.059 15.5621 4)) 0 0 0 699.13.17 0 15. 9301 40 0 ' ! '', 72(3.1192 I . 9671)0 2.391)50 2.03493 3.50)114 1.31:329 5.23111)7 6.251)1)3 0. I 10:0 30. 10013 11 . 131)5 13. 59))) IS. 51379 I?. 121)4 20. 11';:!!; 22.6)1)1 25. 3421; 213. 29:31 .ai .o.ijij. 3-1. 134113 :38. 4)340 42.3 155 413.4)1)33 50. 7413 !;S. 3:32:3 I;)). 1711 (35.2093 7(3. 3;'29 112. 2174 0)1.4711 94 . 9093 1(11.79)3 11)13.131113 1"I' sK6 I I., t.'iiI to 1,1' : : (..U, Ii, (II?1l'1'}' 011 7 Ikuu !1 ,.'•. .1)2 Iic,r 5Iov .. 02 II:l r 5%.rrt. SIhJ%.Iu Il:ilf Il/li %lld%.I, 3)) )iii).).ir 3l)il),Ii I.'. (iitI. II1I' .11 1iiiI, I);i),I.'r . 13 CniI, I1rp).h . S II )l)c.riI) .0 III II (Nrh vi ny) I''' ,f 1'ii h Frr." . s p,,-! or ;;t; (VI t III Ill'. •1 Ciouti nhovt. )ii),I'. F. I. .4974 I I ' 3' F I 'i.') hip, 1.29183 I) 1.415132 (3 1.53313 2.1)3)34 I) ) 1:19 ii I I I I m I LI I I I I I . I I I)r'lIi I . 5I3fJ(.23I' ol I I . il :31)ll1F AII 1' .1341)4139FUI I. . 099 G! II . I 115411 1104 2 E, 3)3 . I 1311:3213 I I . 21)125? II) .230212 Ill . 213:1193 .2 .331)2 2 I . 31132:33 .22 .441292 :i 51)1317 L_aI . :'.!. . :i; . i::i 113)) 13 lI( 'II 7 )l!l!. 192 .29 .130013:3 • 1 1 LLI J, 29)131 3] . 1.41 IG6 153(31)3 1.65142 313 1.7131)35 I.9153 :313 2.1)5311 :39 19721 'I 2.115(1 41 2. 499:35 19 65 .1 I 'II I 2 112 I ' 'I 9111)11 3. If; . 1.31251 li 3. 4)) 3.11495 19 3.91)1111 0 I' I F ( Il (1 lI II .5 U. 214136 F I. 0 W E X U F F I) 1', .51 13.51321)13 12 I), 949I; 9. 3 I 1313); II 9.131312)3 1.13 111.119) !. I II). '1)));!; I . J '..:l'J .1,11 lI.52I3 13 25131 12. 13215 12. 99 119 13) 13.35131 i:j 12!.7 13); 093 I I;? 14. 46))'.; 13)1 1 II. F3279 .139 IS. 1953 7. IS. 5)321 It 15.931)1 :3.(1416 U :1. 5412 I) 4. 04 )3)1 () 1. 5191 I) 5.1)52 I) 5 5 . 1.46 I) I.I. 11572 I) G. !..590 I) 1. ()13 21 1) 1. 1.135 U U. 013713 II I) 1.71)2 I) 9 . 07211 II 9. !;l!;l II). 07 11 I) H) 'fl)W I) II. 103:32 1) II. 5o513 0 12.1)0134 I3. (193)3 1) 1:1. .59132 (I II .13(111 1) IS. 11)1 U IS. (3)11,); Ii I);. j 09 Ii i; n I III I) I?. I Ill Ii . 13 17 13 10. 1196 II 111.13222 II 19. 124)1 I) 19. 13214 U F X C. V F. I) F I) Ill (I I' () 1' 0 F 1)) III 4') 41$ 2 4)) 11 III .1(1 III '1 II) 4)) II) III III . 4)) 1)) II) II) 10 III II, 40 1, I: It It 13 I, S 251.31):) 2(311.526 N :34)1. 1)133 I' 3(!1 . 111. :31)11.1.):! II' 413.()9 435.91 '.5 4513. III. 4)1.1. SF'S 3. 5 f,13)) . 213 1 .51:3.1; IS 1.1. 559.5)11 3 5)36 392 3.5 1311 ...JO 9 641.3:13 9 . .5 6139 . II 59 III 61)9. III? r 1213.1392 TV (91RW JI T IDATE bI2ZJ&9 (G 'I — - — — — — /I ssocia(e.5 San Diego. i,ic. PROJECT vi '- 1.1 ,J:1? • ,.., spi.:,,. 100 5. jI L s72Lcil6 ' 1 —_L_7 1 51ra. lava. /00 V-7p b J L 4.91 6' 6 /03 SUMP za 8 2 10.4 5 Jt-1p 1 44 ç J____ I, /L L ,,v CO.4J7//.f&'O(J4 .. .i 400 >' 0 q / , a' Imf P /2 .Sv-ii° 1. 8.7 14.4 6' 20 .ccj,-iP J_8.7 95 '--'4' FAV"i €) Tif_9.1 III' 112 - 4,9 - I 0.1 /1. I. SUMP /5' 111 /07 /16 • ______ ____ __ ____ 1_____ _ _ ___ L 1A1,6 c COM1110tJ5 45 1. oo. a 38 132 72 3. 28 SVMP /.9 I_2 5.5 5' - /2 'gi /'.8 T5o' 0.47 ___________ __ F__ , __ ___ _ _ _ ___ * 04' /AJLET 4.5% P/$ UP Q= /O 14:3 50 - = c.',°0 Q, . /9.9-/O.3 = 9.5CFS ,j/116,A? / P/cKtD UP 04 ,VOPF /ZO. 1 , .2,i/,' 02/V/ cO7d '77//' 's2 9e/ 7 P _ _ ___ __I ___ __•1 __ ____ I _______ ___ _ I___ ,4/ Z/ I gc:,:2 I%OZ 9•9 - I /" I F)! I ? °J#-'-, '— C ' .9dre/9 5,0/7N4ifY7 29 _;_____ 7 __ a I', a FI __ Z- All -ins di /1 7 7 ' ' I /775 I' I g 0 flZL/&7T/07 t/OZ/L7O7 131NIfl3 g dAJ. — — — — — — — — — — — — -.., .-, • -'-v, -... '-qI, r, . ?J.lI4IS S. • .IsjS S .srS I .:.s,s )Id ,uI vDc E' 1OS5 %xSs•un -- — — — I p VILLAGE "T" BROW DITCH CAPACITY I CALCS, TYPE "B" PER D-75 l METHOD: KING'S HANDBOOK TABLE 7-14 Qc = 'D813S.,1/2 I . ASSUME:n = .016 (AIR PLACED CONCRETE) Ssiw=2% I ' '1 SOLUTION: Qc.2~ Q100 I- K' => D/d =ia.!. = 0.5 24" K' = 0.232 • U Q = 92.07 S112 = 13.0 CFS V =Q = 8.13 FPS A I d=24" D=12" A 1.57 ft.2 NODE# PAGE GRADING MAX DEPTH DISCHARGE DISCHARGE • (@ 2%) VELOCITY SLOPE (%) I (PPS) . 1 78 3 OF 12 .1. 1 CFS .28 4.7 3.0% 84 3 OF 12 2.7 CFS .44 7.8 5.9% I 119A 119B 8 8 OF OF 12 12 8.7 CFS .80 8.7 CFS .80 7.5 9.8 2.0% 4.3% 209 11 OF 12 1.6 CFS .34 11.6 28.0% B1 11 OF 12 1.0 CFS. .27 8.5 17.5% I 129.4 11 OF 12 2.0 CFS .38 7.9 7.69% 55.2 12 OF 12 5.3 CFS .61 14.23 18.3% PAGE IMPROVEMENTS 202 26 OF 36 1.4 CFS .32 7.9 10.61% I . B2-'26 OF 36 1.4 CFS .32 5.1 3.03% • 204 26 OF 36 4.7 CFS .58 14.4 20.70% I 211 213 27 27 OF OF 36 36 11.6CFS .94 2.5CFS .42 18.5 5.3 20.0% 2.12% 216 28 OF 36 2.5CFS .42 9.5 10.91% B3 28 OF 36 3.9 CFS .52 6.6 . 2.7% B4 28 OF.36 .. 2.5CFS .42 9.1 9.76% I .. B5 28 OF 36 5.00FS .59 10.3 I NOTE: SEE SUMMARY PRINTOUT (NEXT PAGE) FOR DISCHARGE VELOCITIES INTO RIPRAP OR CLEANOtJT. BH:ky . 346.39 I wp:346.33b • 5/17/90 •, • . • I ... I ,VuD4r 78 U I MANNING'S EQUATION Units (-Ft) = FEET Depth ft = 1Discharge (c4s) = Manning's n = (.016:::. Slope(decimal) = :03> Diameter (in) = I. I I I I I. I I . I I' I. I I Created Revised 17-May-90 17-May-90 08: 18 Circular cross-section Area (sd ft = 0.23 Velocity (+.t/s) 4.73 Froude Number = 2.00 Critical Depth (ft) = 0.36 Normal Depth (-ft) 0.25 Hydraulic Radius (ft) 0.16 Depth to Centroid(ft) 0.10 Top Width (+t) = 1.33 Specific Force 0.19 I iVOD84- - I MNN1NG'S EQUATION Units (-ft) = FEET 1Depth (-Ft) =33> 'Discharge (cfs) Manninq's n = Slope(decimal) = Diameter (in) = 1 1 I I 1 I I I. I: I 1' I i Created Revised 17-May-90 17-May-90 08: 18 Circular cross-section Area (R - ft) 034 Velocity (ft/s) = 7.84 Froude Number 2.87 Critical Depth (ft) = 0.7 Normal Depth (ft) 0.33 Hydraulic Radius (ft) 0.20 Depth to Centroid(ft) 0.14 Top Width (-Ft) 1.49 Specific Force 0.70 I MANNING'S EQUATION Units (ft) = FEET Depth (ft) = <.8::: <--- Discharge (c+s) = N ann i n s n = <.016> Slope(decimal) = Diameter (in) = I . I I . I I, I I I I F I I I Created Revised 17-May-90 17-M.y-90 03:11? Circular cross-section Area (s9 -ft) 1.17 Velocity (ft/s) = 7.45 Froude Number = 1 . 70 Critical Depth (ft) = 1.05 Normal Depth (+t) = 0.80 Hydraulic Radius (t= 0.43 Depth to Centroid(ft)= 0.33 Top Width (ft) = 1.96 Specific Force = 2.40 Area (c -ft) = Velocity (-ft/s) = Froude Number = Critical Depth (-ft) Normal Depth (ft) = Hydraulic Radius (ft) Depth to Centroid(ft) TopWidth (ft) = Specific Force = 0.88 9.83 2.52 1.05 0.65 0.36 0.27 1.87 2.90 I MANNING'S EQUATION Units (ft) = FEET I Depth (+t) = <.6> <---- Discharge (cfs) = <8.7> Maniing's n = Slope(decimal) = <.043> Diameter (in) = I I I I. I . '1 I I . I I I I Created Revised 17-May-90 17-May-90 08:20 Circular cross-section I S EQUATION i MANNING' Units (ft) = FEET Depth (ft) = •:::. is:::. Discharge (cfs) = Manning 's n = .,..016"' I Slope(decimal) = Diameter (in)' (24:> I I I . I . I 1 I H I. I. I I NO!?i * Created Revised 10-May-90 1 0-M.y-90 04:.(-)8 Circular cross-section - Area (sq ft) = 0.14 Velocity (ft/s) = 11.56 Froude Number . = 5.85 Critical Depth (-ft) = , 0.44 Normal Depth (+t) = 0.18 Hydraulic Radius (ft) 0.11 Depth to Centt'oid(+t)= 0.07 Top Width (-Ft) = 1.14 Speci4ic Force = 1 I MANNING'S EQUATION Units (-Ft) = FEET Depth (ft) = 0 16> (cfs) Manning's n = 'Slope(decimal) = •::.175). Diameter (in) = (24:> I I I 1 I I. I I I F I I I Created Revised 10-May-90 10-May-90 04:09 Circular cross-section Area (sq t) 0.12 Velocity (ft/s) = 8.51 Froude Number = 4.56 Critical Depth (ft) = 0.34 Normal Depth (+t) = 0.16 Hydraulic Radius (-ft) 0.10 Depth to Centroid(ft) 0.06 Top Width (+t) = 1.08 Specific Force = 0.27 I NOPE /4 ... Created Revised 17-May-90 17-May-90 08:26 . Circular cross-section Area (sq ft) = 0.25 Velocity (ft/s) 7.87 Froude Number Critical Depth (ft) = 0.49 Normal Depth (+t) = 0.27, Hydraulic Radius (-ft)= 0.17 Depth to Centroid(ft) 0.11 Top Width (ft) 1.37 Specific Force = 0.52 I MANNING'S EQUATION I Units (-Ft) = FEET Depth (ft) = <.27> Discharge (cfs) = Mannin9's n = Slope(deci.mal) = <.0769::. I'Diameter (in) = I I, I F I" I i 1 I I ,•:- I.' I /Z 57. Created Revised 11-May-90 11-May-90 09:05 Circular cross-section I I MANNING'S EQUATION Units (ft) = FEET Depth (ft) = Discharge (cfs) = fS ann jnq's n = lope.(decimal) = 1 Diameter (in) = I I .1 .1 I I I. I I I I I Area (sq -ft) = 037 Velocity (ft/s) = 14.25 Froude Number = 5.08 Critical Depth (ft) = 0.81 Normal Depth (-ft) 0.35 Hydraulic Radius (ft)= 0.21 Depth to Centroid(ft)= 0.14 Top Width (-Ft) = 1.52 Specific Force 2.40 I Created Revised I 10-May-90 10-May-90 09:15 1 MANNING'S EQUATION Circular cross-section 'Units 0.18 (ft) = FEET S Atea (sq ft) = Depth (ft) = <.21*::. ::--- Velocity (ft/s) = 7.91 Discharge (c-Fs) ::1.4::. Froude Number =3.69 1Man ning's n = <.016:::. Critical Depth (ft) = 0.41 Slope(decimal) IDiameter = 1061:::. Normal Depth -Ft 0.21 (in) ::24:: Hydraulic Radius (ft)= 0.13 I - S Depth to Centroid(ft) 0.09 Top Width (ft) Specific Force 1 I I 55 I I S , I I A/OPt Created Revis ad 11-May-90 11-May-90 P9:07 MANNING'S EQUATION Circular cross-section Units (ft) = FEET Area (sq -ft) = 0.27 Depth (ft) = •::.29::. Velocity (ft/s) = 5.10 IlDischarge (cfs) = <1.4> Froude Number = 2.03 Manning 's n =•::.016> Critical Depth (ft) 0.41 iSlope(decimal) = <0303::: Normal Depth (ft) = 0.2 iDiameter (in) =.<24:> Hydraulic Radius (ft) 0.18 Depth to Centroid(ft) 0.12 I Top Width (-ft) 1.40 Specific Force = 0.25 I I I.: I I . I I I • I A1OD z,ô4 Created Revised 10-May-90 10-May-90 09:50 Circular cross-section I I MANNING'S EQUATION 'Units (+t) FEET Depth +t = <.32> • Discharge (c-fs) = <4.7::: Manning's n = Slope(decimal) = • Diameter (in) = I' I I I I I I I 1 I I Area (59 ft) = 0.33 Velocity (ft/s) 14.36 Froude Number = 5.37 Critical Depth (ft) =0.76 Normal Depth (+t) = 0.32 Hydraulic Radius (ft) 0.20 Depth to Centroid(ft)= 013 Top Width (+t) = 1.47 Specific Force = 2.14 I Created Revised. I 10-May-90 10-May-90 11:09 MANNING'S EQUATION Circular cross-section Un it's' FEET 0.63 Jj (ft) . Area (sq ft) Depth (ft) = <.51::: <--- Velocity (ft/s) = 18.49 Discharge (cfs) = <11.6::. Fr'oude Number 5.43 IMann,ing's n = <.016> 0 Critical Depth (ft) = 1.22 SIope(decimal) = <.2:::. Normal Depth (ft) = 0.51. Diameter (iii) = .::24::. Hydraulic Radius (ft) 0.30 I Depth to Centroid(ft) 0.21 Top Width (ft) = 1.74 I Specific Force = 6.80 1 0 I I., . . I . I 00 I 1 0• 00 I •; * .' I I 1 MANNING'S EQUATION I Units FEET (it) = Depth (ft) = .::.41::. <--- Dischar ge (c+) = n =1.016> Slope(decimal) = <.0212> 1 Diameter (in) = I I 1 I Area (sd 'ft) = 0.47 Velocity (ft/s) = 5.34 Froude Number = 1 .75 Critical Depth (-ft) = 0.55. Normal Depth (+t) = 0.41 Hydraulic Radius (ft)= 0.25 Depth to Centroid(ft)= 0.17 Top Width (ft) 1.62 Specific Force = 0.49 NODE ?/3 Created Revised -. 17-May-90 17-May790 08:26 Circular cross-section I 1 MANNING'S EQUATION 'Units (+t) = FEET Depth (ft) = .:::. 28::: Discharge (cfs) = <2.5:::. 1Manninc3's 11 S lope(decimal) = (.1091:> Diameter (in) = <24:> I I I. I I I ,1 .1 I . I I Area (sq ft) = 0.2 VelocityAft/s) = 9.50 Froude Number = Z.84 Critical Depth (ft) =0.55 Normal Depth (ft) = 0.28 Hydraulic Radius (ft)= 0.17 Depth to Centroid(-ft) 0.11 Top Width (ft) = 1.38 Specific Force = 0.77 zI •=: ei'c Created Revised 10-May-90 10-Mai-90 10:07 Circular cross-section Area (c ft) = Velocity (-ft/s) = Froude Number = Critical Depth (-ft) = Normal Depth (+t) = Hydraulic Radius (ft) Depth to Centroid(ft) Top Width (ft) = Specific Force = 0.59 6.62 1.99 0.69 0.49 0.29 0.20 1.71 0.92 I. I MANNING'S EQUATION IlUnits (it) = FEET 1Depth (+t) = •::.49: Discharge (cfs) = <3.9:> Manning's n = <.016> Slope(decimal) = <.027> Liam . (in) eter <24:> = 1 1 I. I .1 I 1 1 I I 1 1 1 NOL'E S 3 Created Revised 10-May-90 10-May-90 10:25 Circular cross-section Fj I : Nope Created Revised I : 10-May-90 10-May-90 11:20 U MANNING'S EQUATION Circular cross-section 'Units 0.27 (ft) = FEET (sq ft) = Area 1Depth (-ft) : = <.28:::. ::--- Velocity çft/s) = 9.14 Discharge (c-fs) = .::2.5:: : Froude Number- = 3.64 11MARing's n = ::016::. Critical Depth: (ft) = 0.55 = ':::.0976..: : NOrmal Depth (+t) : c).28 1Slope(decimal) 'Diameter (in) = .::24:: Hydraulic Radius (ft)= : 018 I : Depth to Centroid(+t) 0.12 Top Width (-ft) = 1.40 I Specific Force 0.74 I I I :1 I : 1: I I I A10AC Created Revised 11-May-90 11-May-90 09:08 Circular cross-section I. I MANNING'S EQUATION', Units (ft) = FEET Depth (-ft) = <.42> 1DischaF'Se (cfs) = fanningIs n = lope(decimal) = <.0769:::. Diameter (in) = I i. 1 I. I I, I , I I I I 1 I Area (c ft) 0.48 Velocity (+t/s) = 10.32 Froude Number 3.34 Critical Depth ft = 0.79 Normal Depth ft = 0.42 Hydraulic Radius (ft)= 0.25 Depth to Centroid(+t) 0.17 lop Width (ft) = 13 Specific Force = 1.69 I i I 1 I I I I. II I R/PA1'?P z7eio' R?R ro,'c'n A'i/1</ J1V 5 TON R/PPJ2P USDA-SCS-Hd July 1975 jaaj UT Jos F. ° ift:H ° fa :lfti k1+LLftr + Ii : m tI tr I"nrr 1" .. ... 14 Ln rd 14 - .. - - -1 - - - I UI I i - - ( _____ 10 to UI I! L T j I ti I- liT - - rrrr - Ln .ft1•1 ++ ?+H.:T.4-Jl L1 -- 1 I I if h 04 II tft1b : :::::ThCD CD L:kM:ii •.• M in S.. •' ____ -Yki1 . II LL-L MIR- r I . flTi - j 7. a G 3 .. Z 79,'t/ ,'/P,/P ........• . . • I _/,1 epr- IqIPR,qP 1-)(5/6/.1 ,COR 5 MRIV 1.2R9//.J L IA/C , —, USDA-SCS-Kd .%\ / July 1975 lea] u '.aaawQja OUOS,UeT74' 94 :!!puim! _ \ I i.4 1- . .. I II H$Th Ij .. A Ku H ••- 0 to 14.4 Q v i. q - .1 Fr IiT 1pr — rrr — — — to C 43 144 ' rt- 1•i1• LL- Uj %'T L \H.JfI . I........r' ;k' ... '' IiJI •, Jj ii u —— I • co Ln 94 .i: ; 0 C3 G-3 33 14jJx30'x3O'r — R/P/?QP LJ/ . f/ 7• • ....,•. • • U) C U) C) U) DESIGN OF OUTLET PROTECTION MINIMUM TAILWATER CONDITION (1w <0.5 diam..) Median stone diameter, d5o, is the stone size which 50 of the riprap mixture, by weight, is larger than. W a di. # La Veloc.iies shown are for 70 pipes flowing full. 60 : ::: ; - . . . 'I ..........;&I.rrr.•T— ...... - .. .1. I La O 50 _-_ VIEW Q _____ I - -- — 7Sloe a ____ I Flow 41 30 IL:, Z- a q_- MY- _j.f -Ir SECTION ____________ 3. T. 'C -17 ___ — - t -/44-- 2 . 71 L1fft 2 . 3 ,t 4 -. 6 8 10 20 30 40 60 80 100 .'-., 200.. 300 400.-. 600 1000 :.:' •. T. I I Discharge, cfs •. . ... .: • • •• 90 80 .— - -.-.- - - N r DESIGN OF OUTLET PROTECTION MINIMUM TAILWATER CONDITION (1w <0.5 diam.) Median stone diameter, d50, is the stone size which 5O. of the riprap mixture, by weight, is larger than. W - diam. # La Velocities shown are for 70 pipes flowing full. ç,e60 , JiLJ. o' • I o. 50 .!IIIIIIIII _ PLAY __________ VIEW Slope - a Flow Zi 30 SECTION j I 90 80 MA WA I Ecufts WAIF' NFA MAN ____ ______ ____ ____ IUEwiuuwuW - umlwu1nw _________ - wuiumntmii gm rnuu W. uwni r ' UMMMOMIUM !IIg Ivem rçj ENA - - - - - -.- - - - -•- man"- - - - LCJ5 r,t-1I:;FLEs cot.nii v ROAD DEPAR1 MEIn si cii UIAlII ANALYSIS Lt,l ill' hi'I 1- (INF'JT) DATE PROJECT COLLEGE BLVD. STORM DRAIN LINE "0' 346.D B. PAGE 1 DESIGNER MEMILLUN L/A'F L.0 8 L 1 I14A 14 MUJ Li LtlWIII1 i-I.. J 1"L. 4.u0 I..ILIIW 244.40 o.o: U W o. 0T.J o.o: IsC ....1.:. l.11 LL. o..:.: I_i l_.' i I_' p o. o. HI C'. 4.0.) ).C,13 2 3 i.o 123.1.' 123.0 ... 77.15 244.20 259.0') 0.0') .. 36. 0. 3 (it.00 0.11) 0.05 0 4 10 11 0. 70. 80. 4.00 0.013 2 4 68.6 68.6 283.41 259.50 277.80 0.00 30. 0. 3 0.00 0.10 0.09 0 5 0 0. 0. 0. 0. 4.00) 0.013 2 6 8.9 8.9 b.01J 73.43 ,u.v, 294.11 302.47 0.00 0.00 30. 24. 0. 0. 3 0.00 3 0.00 0.10 0.10 0.09 0 0.05 0 7 0 24 0 0. 0. 70. Q. 90. 0. 4. 00 4.0') 0.013 13 0.013 2 7 6.5 6.5 148.35 302.70 311 40 0.00 18 0 3 0.0 0 10 0 05 0 8 0 0 0 0 0 4.00 17 0.013 2 d 9 b. n 2.7 b.1 2.7 94.00 244.84 .31I.IJ 245.54) 0.00 0.00 iu. 18. 0. 0. i ..i.0. 1 I).')') 0.1.) 0.10 0.21 0 0.05 .3 0 0 0 0 0 0. 0. 0 0. 4.0') 0.013 23 2 10 13.9 .13 .9 82.41 260.00 261.45 0.00 18 0 3 0 00 0 10 0 05 4 11 0 0 25 0 0 4.00 0.013 2 ii 12 i..'1 12.9 1.'l 12.9 30.00 63.96 Zs1.8I, 281.60 .0.31 302.20 0.00 0.01) 18. 18. 0. 0. '10 3 0. 3- 0.00 10 0.10 ::.3 0 0.05 0 12 13 0 ô 0 0. 25. p. 0. o. 0. 4.o.) 4.00 0.013 0.013 2 13 12.9 12.9 150.79 302.50 303.92 0.00 18 0 3 0 00 0.* 10 0 15 0 14 0 0 15 0 0 4.00 C) 1)13 2 i' 15 .', 48.4 ..'i 48.4 ,.,. 41.55 ..04.00 259.50 .Pb...') 261.58 0.00 0.00 18. 31). 0. 0. 1 0.00 3 (1.04) 0.1.) 0.10 0.05 0 0.05 4 0 16 0 0 0 0 0. 0. 0. 0. 0. 0. 4.00 4.0'' 0.013 31 0.013 2 16 45.7 45.7 10.00.1'.261.64 261.77'' 0 00 30 0 3 0 00 90 0 05 0 17 0 0 i O. -0.-0 4.00 0.01-3 2 Al 18 'lt.Y 41.9 'I1.'1' 41.9 'IU.V" 128.92 Z6I.00 262.88 290.7(1 P.o., 0.01) 30. 24. V. '). 3 .).00 3 C'.')') 0.Lo 0.10 0.05 .0 0.05 0 18 19 0 0 0 0 0. 51). .3. 0. 0. 0. 4.0.) 4.0') .).01.3 0.013 2 19 41 9 41 9 51 61 291 80:'307.90' 0 00 24 0 3 C' 00 0 10 0 05 0 2') 0 0 0 0 0 4 00 .0.013 L 2 U 21 'IL.'I 46.9 141.Y 46.9 CIA .V 87.78 ..Vd.Vl) 293.50 300.50 0.0') 0.01) .+. 30. y. 0. 1 0. 00 3 0.00 V. 10 0.10 0. 05 y 0.05 6 ., 22 C' 25 v 26 0. 30. V. 91). 0. 90. 4.00 4.')') 0.013 53 0.013 2 22 7.6 7.6 "288.29 . 301.00 303.10 0.00 24 0 3 U 00 0 10 0 13 0 23 0 0 0 0 0 4.00 0.013 '9 Z 2 ..$ 24 1.6 6.6 1.6 6.6 .U1...,b 40.50 305.30 .W9.1I 306.52 0.01.1 ('.(i') 'I. 24. V. 0. 3 0.00 1 0.00 I. 10 0.10 0. tZ p 0.05 0 zq 0 o 0 o 0 0. 0. 0. p. 0. 4.00 4.00 o..:.i; 9, 0.i:'13 : 2 25 2.8 2.8 28.50 301.00 303.00 . 0.00 18. 0. 1 0.00 0.10 0.05 .22 :o 0 0 0. 0. '). 4.0') 0.013 93 70 7. ,, 7. LOS ANGELES AwtjE.LI:S COUII1 V ru,AI) DEPARTMENT S OMI DRAIN AWALVS IS 0 EtI JiII 1.441 (I NPUT) : DATE 1 _a.Ep_9. FrojEcT COLLEGE BLVD. STORM DRAIN LiNE "U" 346.1) B. - RAGE 2 - DESIUNER MCPIILLON $ tI1Slt U LI y. yr. ut. r NO (CFS) (IN)(IN) (PT) (PT) TYPE (FT/PT) (FF9) (FPS) (PT) (PT) CALC CALC (PT) (PT) CALC CI( REMARKS I i-iyuRAuIC uRADE Lfl.•c8t1rnOL - 244.40 2 125.0 36 0 2.09 2.95 PART (o.03512 29.7 31.2 242.33 244.00 244.08 245.66 1.73 1.66 0.00 0.0) 3 123.') 36 0 1.36 .2.95 PART 0.0.341)0 31.5 17.5 244.20 .259.00 245.82 261.95 1.62 .. 2.95 0.00 . 0.00 It X = 81.97 X(N) 2. 43 = - SEAL 0.00 . 0.717 X(J) = 34.0 81.97 = 5.415 12 21.5 F(J)= 259.50 50.18 780 D(BJ) 267.1 27.38 = 1.48 D(AJ) 8.41 1.B - 0.00 HD JUI1P 6 o68.5 8.9 3' y 24 0 0.46 2.43 1.06 Pi,r,T SEAL 0.02797. 0.00155 20.3 2.8 14.1 8.9 2m..:7 294.11 292.40 302.47 279.88 303.12 293.83 303.18 1.63 9.01 2.3 0.71 . 0.00 0.00 HYD JUMP I, , 7 A -- 6.5 62.43 18 0 A$,) 0.52 m 0.98 0.00 PART X(J) - 0.00383 84.1') 12.0 P(J) 9.8 3.23 31)2.70 D(BJ) 311.41) - 0.80 303.22 D(AJ) 312.(i') - 1.79 0.52 0.81) 0.0') 0.01) 7. , 8 A = 6.5 0.'JV 18 0 AP4) 0.65 0.98 PART 0.00383 8.9 5.3 311.62 317.50 312.27 318.48 0.65 0.98 318.96 0.00 211 X I).')') X(N) = 146.19 a, 23 ,, 9 2.7- r.yuu1t. 18 0 Gt-sHUE 0.57 LINE 0.62 Cut'iir.OL PART 0.00066 2.4 3.3 243.74 .- 244.84 245.50 245.74 248.20 0.90 0.70 248.39 0.00 23 30 . = 1). 01.1 X(r3) . . . - 3. , 4 HYDRAULIC GRADE LINE CONTROL 33 = 264.93 30 iv 3 30 i.'i X = lu v 70.97 i.22 X(N) 1.8 = SEAL 0.04) . 0.01731 X(J) = 7.9 70.97 18.4 F(J) = 160.0.) 10.77 281.4 D(BJ) 284.9 = 051 281.58 D(AJ) 4.93 = 4.92 0.31 0.00 0.0.)Hhl) jUriF 31 11 i, V W V V ' FMT v 173 .9 v 75.8 - -. .1 261 .80 . - --- 7130M, t 1.• ..: .--. 62 ........ -;.. .. y83 .. p 47 0 32 .- . .. . 0 v 30 30 12 12.9 18 0 .. 0.47 - 1.35 . PART 0.01508 25.9 - 9.9 281.80 302.20 292.09 303.34 0.49 1.14 0.00 0.00 ., 13 12.9 18 0 1.50 1.35 SEAL 0.0150e 7.7 7.3 302.50 303.92 303.85 306.20 1.35 2.28. 0.0') - 0.00 I = 12.78 X(N) = 0.0') - 4. IU V V. If/ .,. U./S PULL . U.VV1.0 . Z. Z . L. IV4.VV -.jp.y . .. .......- 307.73- . 20,.Bi 3.71 h.1 Z07.89 0.00 41 4 HYDRAULIC GRADE LINE CONTROL = 284.93 so 15 48.4 30 0 1.29 2.28 FULL 0.01392 9.9 9.9 259.5':' 261.58 264.93 265.58 5.43 4.00 0.00 0.00 Lb :. 17 '+. / 41.9 .IJ $.' 30 0 . $."J 1.55 . q 2.18 FULL PART I 0.01043 1. 24.2 31.8 26l. p, 261.80 81.77 282.80 266. 11 282.76 26. ') 263.58 4.47 0.96 0.78 '1.33 (.':'o 0.00 HJ 8 DJT '3 18 41.9 24 0 0.88 1.96 PART 0.03431) 31.8 22.7 262.89 290.70 263.76 291.84 0.88 1.14 0.00 0.00 0 '0 UI UI U' 0 0 - - - - - - - - - - - - - - - - - - 1-1113 ANu,EI_ES C'JIJNIV riJD oEPrlr IMEN r It-I ANAI.v;I EUP J'JI 44 I DAlE I--SEP-91' PROJECT COLLEGE BLVD. STORM DRAIN LINE "0" 346.0 13. ' PAIE I DESIGNER I'lCMILLUN - - - - -.- - -.- -- .- - .-.- - - - LOS AlIGELES COUNTY ROAD DEPAI1MENt STORM L-PAIll ANALYSIS - - . I)(, rE 1 . -%LP-)) PROJECT COLLEGE 81-VD. STORM DRAIN LINE "D' 346.D / -. F'(GE 2 DESIGNER MCMILLON t.J/'JE 'V t ME U (CFS) U W (IN)(IN) UN (FT) uC (FT) iLOto TYPE 5Fr,JLL (FT/PT) V I (FPS) NO V 4 1 (FPS) FL 1 (PT) FL 2 (PT) h0 I CALC h0 2 CALC D 1 (PT) (Fr) 2 1. - CALC C( REMARKS n4 if 2') 1714 41.9 ,,. 24 0 v.' 0.83 1.96 F,S, PART 0. 0-4-71 0.03430 ..p 28.9 29..:. 13.4 :91.0.:. 308.0') 324.22 308.94 326.18 0.8 0.94 0.94 1.96 '.'.':'c' 329.24 0.'.'.' 0.0') 10 'II 6 HYDRAULIC GRADE LINE CONTROL 299.48 : 2i • 4o.9 X 3') 0 26.33 1.I1 X(N) 2.6 SEAL 0.00 ').P&OY 9.6 X(J) 26.33 10.1 F(J) 293.'5 28.51 500.30 D(8J) 299.115 1.28 302.78 D(AJ) 9.98 4.21 2.28.. .•,.0 0. 0! 0. 06 HYD 0. of) 23 1.0 7.6 q •, 24 0 y.I 0.97 0.98- 0.98 ULL FULL .0.00LL 0.00113 2.4 2.4 2.4 2.4 30i.00 303.43 5v-.I0 304.97 308.38 306.71 3.:.6.Ji 307.05 3.35 3.28 3.61 2.08 0.04) 0.00 24 6.6 24 0 0.55 .0.91 PART 0.00085 2.1 4.8 305.30 306.52 307.23 307.43 1.93 0.91 307.81 0.00 HYD JUMP X = 0.00 X(N) - 0.00 X(J) 19.45 F(J) = 1.83 D(BJ) = 0.63 D(AJ) - 1.28 22 HYDRAULIC GRADE LINE CONTROL - 304.57 . .' . . z.. (0 10 Z.0 j tj v 0.2 0.63 .-uLL 0.00071 1.6 . 1.6 301.00 03.'X. . 304.37 304.39 3.37 1.39 304.83 0.00 22 HYDRAULIC GRADE LINE CONTROL 304.57 : ,. 35 26 39.2 24 0 0.82 1.95 SEAL 0.03002 12.5 12.8 301.''' 303.00 04.51 304.95 3.57 1.95 ('.00 0.0') (YD JUMP 30 = 3.08 X(N) - 0.0') X(J) 3.08 F(J) = 21.21) D(DJ) = -145 . O(AJ) = 2.90 31 34 27 36.8 30 0 2.50 2.05 FULL 0.02743 7.5 7.5 303.20 304.00 306:62 .307.89 3.42 3.89 308.85 0.00 p 28 18.4 IITUHULLC 24 0 bRHDE 2.00 LiNE 1.54 CuNThOL FULL 0.00661 48 . 5.9 5.9 . 293.50 .293.70 . . . 299.48 .299.78 .... 5.98 6.08 0.00 0.00 29 12.0 24 0 1.37 1.24 FULL 0.00281 3.8 3.8 295.91 296.00 300.46 300.53 300.78 0.0') — — — — — — — — — — mm moo — mm V I, FL 1, D I AND 146 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE 146 INTERSECTS SOFFIT IN SEAL CONDITION - X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) (-IYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SLIF3CR[TICAL THROUGH A HYDRAULIC JUMP HJ @ UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE AT T11EJIJNG4N AT THE-QWNSTREAM END OF THE LINE EOJ - 24 13 \' - L :-:Z4 - COL 5LVA 21 2. 2. 7 32 33 31 3. 19 2 .. ,20 tq 43 - -----_ . ., :-. ., - •-• - a, fl :: . 7 - (sr z7 c4/) LOS ANGELES COUNTY ROAD DEPARTMENT STORM. DRAIN ANALYSIS PROJECT STORM DRAIN LINE E - 346.EI - CALAVERA T DESIGNER LINE Q D' W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 0 1 D 2 TWTW NO (CFS) (IN) (IN) (FT) (Fl) TYPE (FT/FT) (FPS) (FPS) (FT) (Fl) CALC CALC (Fl) (Fl) CALC 1 HYDRAULIC GRADE LINE CONTROL = 230.19 2 47.5 30 0 0.85 2.26 PART 0.01341 26.2 26.6 229.20 245.23 230.19 246.210.99 0.98 0.00 3 47.5 30 0 0.85 2.26 PART 0.01341 26.5 10.8 245.23 257.84 246.2.1 259.94 0.98 2.10 0.00 4 47.5 30 0 2.50 2.26 SEAL 0.01341 10.2 9.7 257.88 259.30 260.14 262.15 2.26 ' 2.85 0.0(:) X = 41.87 X(N) = 0.00 5 47.5 30 0 2.50 2.26 FULL 0.01341 9.7 9.7 259.30 259.57 262.15 262.57 2.85 3.00 . 0.00 6 18.2 30 0 1.25 1.44 FULL 0.00197 ..7 3.7 259.67 261.54 265.05 265.51 5.38 3.97 0.00 7 18.2 24 o 2.00 .1.54 FULL 0.00647 5.8 5.8 262.09 263.36 265.22 266.59 3.13 3.23 0.01) 8 18.2 24 0 2.00 1.54 FULL 0.00647 5.8 5.8 263.41 264.86, 266.59 268.15 3.18 3.29 0.00 9 18.2 24 0 1.19 1.54 FULL 0.00647 5.8 5.8 264.91 265.52 269.19 269.46 4.28 3.94 0.00 10 14.1 24 0 1.02 1.35 FULL 0.00388 4.5 4.5 265.85 268.00 269.87 271:1.46 4.02 2.46 0.00 11 4.2 18 0 0.41 0.78 SEAL 0.00160 2.4 4.5 268.70 276.40 271.13 277.18 2.43 0.78 277.53 X = 16.84 X(N) = 92.61 X(J) = 18.79'F(J) = 1.45 D(EIJ) = . 0.41 D(AJ) = 1.38 6 HYDRAULIC GRADE LINE CONTROL = 263.81 . 12 20.8 18 0 0.59 1.47 FULL 0.03921W 11.8 11.8 260.12 262.00 263.81 264.12 . 3.69 2.12 266.49 10 ' HYDRAULIC GRADE LINE CONTROL = 269.67 13 4.4 18 . 0 0.28 0.80 FULL' '0.00175 2.5 2.5 266.35 ' 269.00 2 69. 67 269;68' 3;32 '" 1'.69 269.79 11 . HYDRAULIC GRADE LINE CONTROL = 270.81) 14 9.9 18 0 ((.72 1.21 SEAL 0.00888 5.6 6.5 268.60 271.00 270.80 272.21 2.2(1 1.21 272.93 X = 12.81 X(N) = 0.00 X(J) = '12.81 F(J) = 3.57 0(9.3) = 0'.79 D('AJ)-=-- 1.78 - EDP JOB R4412 DATE 14-MAY-91 PAGE 1. CK REMARKS O• U)) 0 . 1_I)) 0. (:11:) U. U)) Q. ;> I. 1:11) 1). 0. oo 0.1:10 HYD JUMP (1. c:c: - 1:1.1:10 \ 0.00 HYD JUMP - - - - - - - - - - - - - - - - - LOS ANGELES COUNTY • ROAD DEPARTMENT STORM DRAIN ANALYSIS DATE EDP JOB R4412 l4-MAY-91 PROJECT STORM DRAIN LINE E, 346.E1 - CALAVERA T (INPUT) , PAGE 1 DESIGNEE ••••.-.-••••.• . CI) L2 MAX ADJQ LENGTH FL FL2CTyT.D W S KJ KE KM LCLIL3 L4 Al A3 A4 J N / 2 2 47.5 475 75. 00 229.20 245.23 0.00 30. 0. 3 0.00 0.10 0.05 1 3 0 C) a. 0. 0.' 4.00 0.013 2 3 47.5 47.5 ' 59.0)) 245.23 257.84 0.00 30. 0. 3 0.0>) 0.00 0.00 0 4 0 0 0. C). . ):). 4.00 0.013 2 4 47.5 47.5 142.43 257.88 259.30 0.00 50. Cc. 3 0.00 C>. 10 0.05 0 s a a a. a. , a. 4.00 0.))13 2 5 47.5 47.5 51.25 259.30 259.57 0.00 30. 0. 3 0.00 c:>. 10 0.05 a 6 11 a a. 90. 0. 4.00 0.013 2' 6 18.2 18.2 235.5):) 259.67 261.54 0.00 30. a. s. 0.00 0.10 0. io a 7 0 0 a. 0. 0. 4.00 0.013 2 7 18.2 18.2 211.77 262.09 263.36 0.00 24. 0. 3 0.00 0.10 0.09 0 8 a C) C).. 0. 0. 4.00 )).013 2 8 18.2 18.2 240.83. 263.41 264.86 0. 00 24. 3. 3 0. oa (:). 10 0. 10 C> 9 0 0 90. 0. C). 4.00 0. 013 2 9 18.2 18.2 41.40 264.91 265.52 0.0):) 24. 0. 3 o. oo 0. 10 0.05 0 10 12 0 0. 90. 0. 4.00 0. 013 2 10 14.1 14.1 151.0):) 265.85 268.00 0. 00 24. 3. 3 0.00 0.1):) 0.17 0 0 C 0 3. C. 3. 4. 00 C. 013 2 11 4.2 4.2 134.94 268.70 276.4)) 0.00 IS. ):c. 1 0.00 a. 1)) 0.07 0 0 0 0 a. 3. a. 4.00 0,))13 2 12 2):.8 20.8 5.25 260.12 262.00 o._: 18. :. 1 0.0):) 0.1):) 0. 05 6 Cc 0 a C). a. 0. 4.):)a 0.013 2 13 4.4 4.4 5.25 266.35 268.00 0.a) 18. ' 0. 1 0.00 0-10 0.05 10 0 0 o 0. t:. 0. 4. 00 0.013 2 14 9.9 9.9 59.78 268.60 271.00 0.0):) is. a. 1 0.00 0.1)) c).):)s 11 0 0 a o. cc. :>. 4.o) 0.013 U V 1. FL 1. D 1 AND HG I REFER TO DOWNSTREAM END V , PL , U 2 AND Mb 2EFEW 1UUPSTRET1ENu Ia X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION I a X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER XIJ) - DISTANCE IN PELT FIotfDDWRSTREAM END TU P'UINT WHERE HYUHRULIL JUJIF ULL.Ub IN LINE a F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP . D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) . . . SEAL - DErlIl UV WHIEIC RIIEM IME RYUPCRUII1. Junr (UUWNDIPCEHrI INDICATES FLOW CHANGES FROM PART TO FULL OR FROM DIUtI FULL TO PART .. . ...... ... . 10 HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITCAL THROUGH A HYDRAULIC JUMP . MJ *1 UJI INDICRIES IlIHI HYDMAULIL ,JUNI' ULL1JI'C HI ItlE JUF4LIIUN HI 1I1 urbltHfl tNU UI- OHL LINt 13 Hi 0 I2 DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE 1. EOJ - - . . .. .: .to 16 N 24 IQ .'.:: .......... .F 14 11114A p7y477 2: 271 : - ____________________ 41 31 it is —T: as - 43 4 13 14 41 as 23 It I 4 - - .- .- - - -- - - - .- - - - - - LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN ANALYSIS EDP JOB R44.12 (INPUT) DATE 07-MAR-91 PROJECT CALAVERA HILLS -VILLAGE T - 346.Fi - W.0.346-27 . PAGE 1 DESIGNER CD L2 MAX Q ADJ 0 LENGTH FL 1 FL 2 D LJ S KJ KE KM LC Li L3 L4 Al A3 A4 J N / 8 1 eee. /3t0. ge, 2 2 79.8 79.8 24.07 228.13 228.23 0.00 36. o. C. o. io 0.05 1 3 0 0 65. 0. 0. 4.00 0.))13 2 3 79.8 79.8 172.90 228.25 247.30 0.):)):) 36. 0. 3. 0.0)) 0.1):) o.os 0 4 0 o o. 0. ü. 4.00 0.013 2 4 71.1 71.1 31.25 247.39 248.17 0.00 36. 0. -3 0.00 0.10 0.05 0 s 10 0 90. 0. 0. 4.00 0.013 2 5 32.6 32.6 277.96 248.67 256.06 0.00 24. 0. 3 0.00 o.10 0. 11 0 6 ii 0 0. 56. 0. 4.00 0.013 2 6 27.6 27.6 140.49 256.56 263.40 0.00 24. 0. 3 0.):)):) 0.10 C:). 08 0 7 12 0 0. . 60. C). 4.00 0.013 2. 7 8.5 8.5 311.98 263.40 273.83 0.00 18. 0. 3 0.00 0.1)) 0.07 0 8 0 C) 90. 0. 0. 4.00 0.013 2 8 . 8.5 8.5 61.05 274.00 289.37 0.00 18. 0. 3 0.00 0.10 0.05 0 9 0 0 1)). C). 0. 4.00 0. () 13 2 9 8.5 8.5 1)35.85 289.70 296.4)) 0.)))) IS. 0. 1 0.00 0.,1(-') 0.13 0 C) .0 0 C). 0. ). 4.00 0.013 2 13 48.4 48.4 5.25 249.20 249.70 0.00 24 )). 1 )).C)0 0. 10 0.05 5 0 C) 0 0. 0. 0. 4.00 0.013 2 ii 5.1 - . 5.1 277.84 256.56 268.00 0.00 18. 0. 1 0.00 0. 10 0.05 6 0 C) 0 0. 0. 0. 4.00 0.o13 2 12 19.7 19.7 5.92 263.7)) 264.27 0. C)C) 18. C>. 3 0.))):) 0. 10 0.05 7 13 C) 0 30. 0. 0. 4.C.)0 0.013 2 13 16.1 16.1 65. )i 284.27 282.67 0.00 18. 0. 3 0. C)C) . )). 10 0.05 C) 14 0 0 0. 0. 0. 4.00 0.013 2 14 16.1 16°. 1 105.85 283.00 288.C)0 o. 00 18. 0. 1 0.00 0. 10 0.13 C) 0 0 0 0. 0. 0. 4. 00 0.013 0.00 - - - - - - - - - - - - - - - - - - LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN ANALYSIS PROJECT CALAVERA HILLS -VILLAGE I - 346.F1 - W.O346-27 DESIGNER LINE Q D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TWTW NO (CFS) (IN)(IN) (Fl) (Fl) TYPE (FT /FT) (FPS) (FPS) (Fl) (Fl) CALC CALC (Fl) (Fl) CALC 1 HYDRAULIC GRADE LINE CONTROL 231.11 2 79.8 36 0 3.00 2.77 SEAL 0.01431 11.3 11.3 228.13 228.23 231.11 231.38 2.98 3.15 0.00 X = 9.13 X(N) = 0.00 79.8 36 C) 1.24 2.77 PART 0.0143127.2 13.9 228.25 247.30 229.55 249.57 1.30 2.27 0.00 L 4 71.1 36 C) 1.81 2.67 PART 0.01136 16.5 16.6 247.39 248.17 249.15 249.92 1.76 1.75 C).C)0 5 32.6 24 0 1.46 1.89 PART, '0. 02076 13.2 14.'7 248.67 256. 06 250.13 257.39 146 1.33 0.00 X = 0.00 X(N) = 43.89 6 27.6 24 C) 1.06 1.82 PART 0.01488 15.8 9.2 256.56 263. 40 257.65 265.22 1.09 1.82 0.00 '.7 8.5 18 0 0.70 1.13 SEAL" 0.0(655 48 6.0 263.40 273.83 265.52 274.96 2.12 1.13 0.00 X = 13.93 X(N) = 146.79 X(J) = 13.93 F(J) = 3.02 D(BJ).= 0.70 D(AJ) = 1.73 8 8.5 18 0 0.41 1.13 PART 0.00655 22.0 13.9 274.00 289.37 274.41 289.94 0.41 0.57 0.00 9 8.5 18 C) 0.58 L13 PART 0.00655 13.3 6.0 289.70 296.40 29c:).28 297.53 0.58 1.13. 298.13 X = 0.00 X(N) = 12.82 5 HYDRAULIC GRADE LINE CONTROL = 250.02 10 48.4 24 C) 1.23 1.98 PART 0.04577 16.4 15.4 249.20 249.70 250.97 251.68 1.77 1.92 255.75 6 HYDRAULIC GRADE LINE CONTROL = 257.52 11 5.1 18 0 0.50 0.87 PART 0.00236 9.9 4.8 256.56 268.00 257.06 269.87 0.50 0.87 269.26 X 0.00 X(N) = 62.24 nj '7 HYDRAULIC GRADE LINE CONTROL 265.37 - :1 12 19.7 18 0 0.84 1.46 PART 0.03517 17.9 17.8 263.70 264.27 264.59 265.17 0.89 0.90 0.00 13 16.1 18 0 0.55 1.42 PART 0.02349 25.9 14.6. 264.27 282.67 264.84 283.57 )).57 0.90 0.00 14 16.1 18 0 0.93 1.42 PART 0.02349 13.8 9.3 283.00 288.00 283.94 289.42 0.94 1.42 290.90 EDP. JOB R4412 DATE 07-MAR-91 PAGE 1 CK REMARKS 0. 00 C). 00 HJ @ DJT 0.00 C_C • Oo 0. 00 0.0)) HYD JUMP 0.0') HJ @ DJT 0.00 mmm V Z, )- L ad, U 2 AND HS= REFER TO PSTRERNENU X - DISTANCE IN FEET FROM DOWNTREM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - UISTANLE IN )-LI RUr1DO1NSTREM1 END IU MINI WHEKh HYL)HHULLL JUrIr ULLU!lb IN LINE- F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) IJMJ) - UI-'IH UP- WAItK HI-MR IP1 HvnRncrtsur1rTDuwruttHrt bIUJ V o SEAL INDICATES FLOW CHANGES FROM PART TO FULL DR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP V HJ U HJ e 12 LJJI INVILAILt3 Il-PHI MYUhMULIL JUrIV ULLUK5 RI IML JUNLILUN ni Mh UP'bII(tHrl tNU Lfl illt LINb DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE / V V VVVV V :. EOJ j 40V41 :71 20 23 24 26 IQ d] (S fl •V V wr. Z3 OF 39 /7 'J6, 4 374-7 V 42 43 V 1. FL 1. D 1 AND HG 1 REFER TO DOWNSTREAM END U F - - - - - - - - - - - - - - - - - LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN ANALYSIS EDP JOE' R4412 (INPUT) DATE 10-MAY-91 PROJECT PROJECT CALAVERA VILLAGE T-LINE 6 FILE 346.61 0 PAGE 1 DESIGNER ESIGNER SHUJA. A. CD L2 MAX ADJO LENGTH FL FL CTL/TL4 D N S KJ t.-.,:E KM LC Li L3 L4 Al A3 A4 J N / 8 1 - 41 I-,-iax. £d.56t oveR P/u/ .'R/ ef1eRecY (sce Der &ii srvov) 2 2 153.0 152.0 56.60 229.00 229.50 0.00 48. 0. 3 0.00 0. 10 o.19 1 3 13 0 60. 30. ci. 4.1:11:, 0.013 2 3 60.7 60.7 62.57 229.70 231.20 0.00 36. C,. 3 0.00 0. 10 0.05 ci 4 14 15 0. 90. 90. 4.00 0.013 2 4 45.2 45.2 170.52 231.30 239.33 0.00 36. 0. 3 ci. 00 0. 10 0.05 0 5 16 0 0. 90. 0. 4.00 0.013 2 5:38.6:38.6286.14239.83 254.14 0.00 24. ci. 3 0.00 0.10 o.:is o 6 o o ci. i:i. c. 4. 00 o.c113 2 6 2.8.6 38.6 96.92 254.28 261.08 0.00 24. ci. 3 o.cio 0.10 i:i. 15 0 7 19 0 ci. 90. ci. 4.00 0.013 2 7 36.8 :3.6.8 2c'7.93 261.22 268.40 (:i.i:ic:i 24. 0. 3 0.00 C. 10 0.07 ci 8 20 c 65. 65. ci. 4.00 0.013 2 8 29.9 29.9 51.41 268.70 272.69 0.00 24. 0.. 3 ':'. 00 ci. 10 0.05 ci 9 Ci ci 72. 0. 0. 4.00 0.013 2 9 29.9 29.9 38.43 273.00 281.15 0.00 24. 0. 3 0.00 0.1(3 0.05 0 10 ci ci 2o. ci. ci. 4.(:c' ci.cil3 2 10 29.9 29.9 127.37 281.20 282.94 0.0(1 24. ci. 3 0.0) ((.10 0.13 ci ii ci ci :30. 0. ci. 4.00 ci.o13 2 11 19.8 19.8 271.43 283.00 288.5') 0.00 24. (3. 3 ci.(:io ci. :i 0.16 ci 12 ci ci ci. ci. :i. 4.oci 0.013 2 12 19.8 19.8 161.82 289.08 291.00 0.00 18. (:i. 1 (1.00 ci. 1c:i 0.07 ci ci :i ci i:i. 0 i:i. 4.00 ().c.)1:7- 2 13 95.0 95.0 5.50 229.60 229.66 0. 00 36. 0. 1 0. 00 0. 1() 0.05 3 ci ci ci ci. :i. ,:i. 4.00 0.01.3 2 14 12.4 12.4 73.50 231.31:1 240.. 00 0. 00 18. ci. 1 0. 00 ci. ii:> '0. 0s - 4 ci :i ci :. :i. ci. 4.00 0. 017, 2 15 4.8 4.8 3.25 235.40 236.40 t:i.i:it:i 18. ':'. 1 ().ci(:i 0.10 ().05 4 ci. 4.00 0. 01.3 2 16 7.4 7.4 135.24 240.00 244.00 0. 00 18. ci. 3 Ci. 00 i:i. 10 0.05 5 17 0 ci 0. 0. 0. 4.00 0.017- 17 7.4 7.4 58.13 244.09 269.67 ci.ci':' 18. ':i. 3 ci.cici :i. ici (:1.1:15 ci 18 ci ci .35. ci. ci. 4.00 0.013 2 18 7.4 7.4 118.97 270.1:11:' 273.74 0.00 18. 0. 1 0.00 0.10 0.05 ci ci ci 0 ci. ci. Q. 4.00 0.013 2 19 2.0 2.0 54.00 261.58 262.53 0.00 18. ci. i ci.cici 0.1)) ci.':is 5 ci ci ci ci. 0. ci. 4.00 0.013 2 20 7.2 7.2 38.35- 269 00 273.80 C) 00 18 u 1 n 0o ii 1(1 0 05 6 ci U 0 o o u 4 00 0. Ci17 - - - - - - - - - - - - - - - - - - - LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN ANALYSIS PROJECT PROJECT CALAVERA VILLAGE T-LINE G FILE 346.61 D DESIGNER ESIGNER SHUJA A. LINE 0 D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 . TWTW NO (CFS) (IN)(IN) (FT) (Ft) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC 1 HYDRAULIC GRADE LINE CONTROL = 241.30 2 153.0 48 0 4.00 3.62 FULL 0.01134 12.2 12.2 229.):))) 229.50 241.30 242.38 12.30 12.88 0.00 3 60.7 36 0 1.65 2.51 FULL 0.00828 8.6 8.6 229.7):) 231.20 244.22 244.79 14.52 13.59 0.00 4 45.2 36 C) 1.15 2.19 FULL 0.00459 6.4 6.4 231.30 239.33 245.96 246.77 14.66 7.44 0.C) s 38.6 24 0 1.31 1.94 SEAL 0.02911 12.3 19.1 239.83 254.14 245.77 255.3.7 5.94 1.23 0.00 X = 118.27 X(N) = 0.00 X(J) = 118.27 F(J) = 22.50 D(9J) = 1.31 D(AJ) = 3.47 6 38.6 24 0 1.17 1.94 PART0.0291118.9 14.4 254.28 26i.08 255.52 262.67 1.-24 1.59 0.00 7 36.8 24 0 1.45 1.93 PART 0.02646 15.1 11.8 261.22 268.40 262.67 270.33 1.45 1.93 0.00 X = 0.00I X (N) = 1.85 8 29.9 24 0 0.97 1.86 SEAL 0.01747 9.5 9.8 268.70 272.69 273.34 274.55 4.64 1.86 0.00 X = 31.16 X(N) = ':'.00 X(J) = 31.16 F(J) = 14.40 D(BJ) = 1.27 D(AJ) = 2.76 9 29.9 24 C) 0.73 1.86 PART 0.01747 22.7 9.8273.00281.1527:3.87 283.01 0.87 1.86 0.00 10 29.9 24 .0 2.00 1.86 FULL 0.01747 9.5 9.5 281.20 282.94 283.27 285.50 2.07 2.56 )).C)C) 11 19.8 24 0 1.13 1.6)) SEAL 0.00766 6.3 14.2 283.00 288.50 287.24 289.41 4.24 0.91 X = 159.54 X(N) = 0.00 X(J) = 159.54 F(J) 7.75 D(2J) 1.10 D(AJ) = 2.23 12 19.8 18 C) 1.50 1.47 SEAL 0.03.553 11.3 11.2 289.08 291.00 290.55 296.32 1.47 5.32 298.47 X = 0.32 X(N) 3 HYDRAULIC GRADE LINE CONTROL = 243.30 13 95.0 36 0 3.00, 2.87 FULL 0.02023 13.4 13.4 22.60 229.66 243.30 243.55 13.70 13.89 246.64 4 HYDRAULIC GRADE LINE CONTROL = 245.38 . 14 12.4 18 0 0.61 1.33 FULL 0.01393 7.0 7.0 231.30 24)).00 245.38 246.44 14.08 6.44 247.28 4 HYDRAULIC GRADE LINE CONTROL = 245.38 15 4.8 18 C' 0.29 0.84 FULL 0.00209 2.7 2.7 235.40 236.40 245.3.8 245.39 9.98 8.99 245.51 0.00 4 HYDRAULIC GRADE LINE CONTROL 245.7.8 ..- 16 7.4 13 0 0.67 1.05 SEAL 0.00496 4.2 25.7 240.00 244.00 246.27 244.33 6.27 0. 33 0.00 0.00 HYD JUMP EDP JOB R4412 DATE 10-MAY-91 PAGE 1 Cl-l'. REMARKS CC 0.00 0. 00 0.00 HYD JUMP 0. 00 HYD JUMP C'. (-.)):) RJ @ DJT 0. C. ('C) HYD JUMP LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN ANALYSIS. EDP JOB R4412 DATE 10-MAY-91 PROJECT PROJECT CALAVERA VILLAGE 1-LINE 6 FILE 346.61 D PAGE 2 DESIGNER ESIGNER SHUJA. A. --- - - LINE 1 D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TWTW NO (CFS) (IN) (IN) (Fl) (Fl) TYPE (FT/Fl) (FPS) (FPS) (FT) (Fl) CALC CALC (FT) (Fl) CALC Cl...". REMARKS 17 7.4 18 0 0.33 1.05 FART 0.00496 25.9 9.1 244.09 269.67 244.42 270.37 0. 0.70 0.00 0.00 x = o.)(:) X (N) 15.65 18 7.4 18 n C).66 1 uS FART 0.Q0496 9.9 5.6 270 uu 273.74 270.66 274.79 CC 66 1.(-.)5 275.33 X = 0.00 X(N) 50;37'---"- - -- - 4 HYDRAULIC GRADE LINE CONTROL =-- 24627 19 • 2.0 18 0 0.38 0.53 FART 0.00036 5.6 3.6 261.5a 262.53 261.96 243.06 0.38 0.53 26:..28 0.00 x = c:'. 00 X (N) = 25.92 6 HYDRAULIC GRADE LINE CONTROL = 255.44 20 7.2 18 0 0.45 1.04 PART 0.00470 14.4 5.5 249.00 273. 80 269.49 274.84 0.49 1.04 275.36 0.00 V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2 D 2 AND HG 2 REFER TO UPSTREAM END - DISTANCE IN FEET FROM DOWNSTREAM END TO SOFFIT IN SEAL CONDITION POINT WHERE HG INTERSECTS X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ @ UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ @ DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE - EOJ ---- --.•- - S. - - • - .S------- 5- - -S -.5 ... . 5. FL I, D 1 AND HG 1 REFER TO DOWNSTREAM END FL 2, D 2 AND HG 2 REFER ro UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER ,' x ) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE I /3 -> /55 Nil ip: 7-H8 A/6 ,o /5 cA/ //l/? 7 - - - - - - - - - - - - - - - - - - - LOS ANGELES COUNTY ROAD DEPARTMENT . STORM DRAIN ANALYSIS EDP JOB R4412 (INPUT) DATE 1/10/9') PROJECT CALAVERA VILLAGE T - LINE 61 - 346.62 - W.O. 346-39 . PAGE 1 CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 D W S KJ KE KM LC Li L3 L4 Al A3 A4 J N / ...7VPP... ,.. ......... 2 2 160.0 160.0 35.50 140.00 140.71 0.00 48. .0. 3 0.00 0,10 0.05 1 3 0 0 0. 0. 0. 4.00 0.013 23160.0 160.0 66.97 141.04 166.07 0.00 48. 0. 3 0.00 0.10 0.05 0 4 9 0 0. 45. 0. 4.000.013 2 4 153.0 153.0 240.26 16.40 182.25 0.00 48. 0. 3 0.00 0.10 0.05 0 . .5 b 0 0. 0. 0. 4.00 0.013 2 5 153.0 153.0 165.00 182.45 211.20 0.00 48. 0. 3 0.00 0.10 0.05 0 6 . 0 0 0. 0. 0. 4.00 0.013 2 6 153.0 153.0 67.45 211.40. 226.20 0.00 48. 0. 3 0.00 0.10 0.05 0 7 0 0 0. Q. 0. 4.00 0.013 2 7 153.0 153.0 101.18 226.40 229.50 0.00 48. 0. 3 0.00 0.10 0.05 0 8 10 0 0. 90. 0. 4.00 0.013 2 8 95.0 95.0 5.50 229.60.229.66 0.00 36. 0. 1. 0.00 0.10 0.05 0 0 0 0 0. 0. 0. 4.00 0.013 2 9 6.7 6.7 25.00 168.90 172.00 0.00 18 0 1 0.00 0.10 0.05 4 0 0 0 0 0 0 4 ofl 0.013 2 10 61).7 60.7 62.57 229.60 231.20 0.00 36. 0. 1 0.00 0.10 0.09 6 . 0 0. 0 0. 0. 0. 4.00 0.013 ...................-..---.-S---.---.--...--,- .................. N' ....,..---" ,.----.-.- .........-.-----.--------, .- .....................- .......- ............-. - - - - - - - - - - - - - - - - - - - LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN ANALYSIS EDP JOB R4412 DATE 1/10/90 PROJECT CALAVERA VILLAGET - LINE 61 - 346.62 - W.O. 346-39 PAGE 1 LINE Q D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG-2 D.1 D 2 TWTW NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (Fl) (Fl) CALC CALC (FT) (Fl) CALC CK REMARKS -1 HYDRAULIC GRADE LINE CONTROL = 144.00 2 160.0 48 0 2.68 3.66 PART 0.01241 38.6 43.2 140.00 140.71 141.46 142.05 1.46 1.34 0.00. 0.00 ' V.3 160 0 48 0 1 15 66 PART 0 01241 42 9 28 6 141 04 166 07 142 9 167 90 1.1 35 1 83 0 00 0 oo 10 4 153.0 48 0 1.80 3.62 PART. 6.01134 29.7 38.5 166.40 182.25 1168.12 183.66 1.72 1.41 0.00 0.00 : 5 153.0 48 0 1.38 3.62 PART 0.01134 38.4 33.0 182.45211.2'; 183.87 212.78 1.42 1.58 0.00 0.00 2 6 153.0 48 0 1.29 3.62 PART 0.01134 32.8 18.4 211.40 226.20 212.99 228.71 1.59 2.51 0.00 0.00 7 153.0 48 0 2.25 3.62 PART 0.01134 18.0 12.8 226.40 229.50 228.97 23-3.i2 2.57 3.62 0.00 0.00 8 95.0 36 0 3.00 2.87 FULL 0.02028 13.4 13.4 229.60 229.66 235.34 1235.451 5.74 5.79 238.54 0.00 17 LINE-CON 2 9 6.7 18 0 0.43 1.00 PART 0.00407 13.3 5.4 168.90 172.00 169.39 173.00 0 49 1.00 173.49 0.00 6 HYDRAULIC GRADE LINE CONTROL = 212.89 2 10 60.7 36 0 1.62 '0 2.51 PART 0.00828 13.5 9.6 .229.60 231.20 231.42 23 71 -..--...-.-.-...-.------------...----.-..- 1 82 2 51 .............................--..-.. 25 29 0 00 ------.---.-. --- ...-" .............-----.--.-- ..............- ................................ — — -.- ;. 4 .•#, 2 4 - - ,.-.'rt.- .-,a". .'.r,, brn.a,-. r-.4#,'P&'', # ..4r.'.!s' •__. *•_•t. •••.___•••• .•_• •_-,• ••,__••_.••.._ %o'**..'q •_ ••.• V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2 FL 2 D 2 AND HG 2 REFER TO UPSTREAM END t - X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION 1 / X(J) - DISTANCE IN FEET FROM DOWNSTREAM END, TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE ' • 2 FJ . - THE COMPUTED FORCE AT THE HYDRAULIC JUMP • D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART • . , HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAUL.IC..JUMP . . HJ @ UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION 'AT THE UPSTREAM END OF THE: LINE . • HJ@JT1ND'I CTES THAT1IYDR tI'CZ1t1MFTOCCIJR TTHEJUNC'T ION'TTHE'DOWNS'TREAM E1D0F1'HE±'i'NE . •*• •t - -• 4 — -. — — — — — — —' — — = . . i.-.-; ______ • -•.. -- .-- •. ,e -------------- ------- .----- - - Ij vL Tu it 30 01 — — 'I., \ •\'_' '—'—-Z -' -- / .\-. ------ — — t- - .— — -. —.- --:------- -- - I— - ;t 3' I HLç 37 ' • '-. C!) '— . \ 4- .1. 31 \ 3 ' T1L ! - v• • I • .,,'.',. '.1 I J6, I I I 0, • Im ;LINHI .1 S •55 .5 .5 - - - - - - - - - - - - - - - - - - - LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN ANALYSIS EDP JOB R4412 (INPUT) DATE 10-MAY-91 FROJECT PROJECT CALAVERA VILLAGE T-LINE H-i" 346.HH PAGE 1 DESIGNER CD L2 MAX G ADJ G LENGTH' FL 1 FL 2 CTL/TL4 D W S KJ KE KM LC Li L3 L4 Al A3 A4 J N / 8 1 -J-----5E - HYO. ccs. i,c'e a-f , COAIrMZ04 5J 2 2 22.8 22.8 63.68 229.86 232.67 0.0):) 30. 0. 3 0.0)) 0.1):)- 0.05 1 3 c:) 0 Q. 0. 0. 4.0):) 0.013 2 3 22.8 22.8 300.00 233.00 234.50 0.00 30. o. 3 0. 00 0.1):) 0.05 0 4 8 0 90. to. C:). 4.00 0.013 2 4 14.3 14.3 132.99 234.83 236.16 0.00 24. 0. 3 0.00 0.10 0. 05 o 5 0 o 0. 0. 0. 4.00 0.013 2 5 14.3 14.3 41.66 236.49 244.07 0.00 24. 0. 3 0.00 0.10 0.05 0 6 0 C) 30. CC. 0. 4.00 0.013 2 6 14.3 14.3 116.95 244.40 248.80 0.00 24. 0. 3 0.00 C). 10 0.05 0 7 CC 0 60. 0. 0. 4.00 0.013 2 7 14.3 14.3 32.15 249.13 249.45 C). 00 1. C). 1 0.00 0. 10 0.05 0 C) 0 C) 0. 0. CC. A. oo C). 013 2 8 9.3 9.3 47.13 235.0):) 235.47 0.00 le. a. 1 0.00 0.1)) 0.05 4 0 C) 0 0. 0. 0. 4. 00 0.013 LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN. ANALYSIS . . EDP J013 R4412 DATE 10-MAY-91 PROJECT PROJECT CALAVERA VILLAGE 1-LINE H-i 346.HH PAGE 1 DESIGNER - . . . . . --- ----'- --------- - LINE c D W ON DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG I HG 2 D 1 D 2 . TWTW NO (CFS) (IN)(IN) (Fl) (FT) TYFE (FT/FT) (FPS) (FPS) (Fl) (F1' CALC CALC (FT) (Fl) CALC ctf., REMARKS 1 HYDRAULIC GRADE LINE CONTROL 235.45 2 22.8 30 C) 0.88 1.62 FULL 0.00309 - 4.6 4.6 22.86 232.67 235.45 235.66 5.592.99 0.00 0.00 - 3 22.8 30 C) 1.67 1.62 SEAL 0.00309 4.6 5.5 233.00 234.50 235.71 236.45 2.71 1.95 0.00 0.00 X = 109.58 X (N) = 0.0):) - A. 14 24 U 1.15 1.36- SEAL 0.00400 4.6 20 24 8 2616 2712 26 72 2 29 U 56 U U )) U UU HYD JUMP X = 46.07 X(N) = 0.00 X (J) = .....46.07 F(J) = 5.21 D.(BJ) = 0.89 D(AJ) = 2.01 . 5 14.3 24 0 C). 52 1.36 PART 0.00400 19.4 1.1.6 2:7.6.49 244.07 237.o6 244.90 0.57 0.83 0.00 0.00 6 14.3 24 0 0.78 1.36 -PART -- 0-.0040f) 12.5 6.3 244.40 248.80 245.18 250.16 - 0.78 - 1.36 0.00 0.00 7 14.3 18 C) 1.50 1.39 FULL 0.01853 8.1 8.1 249.13 249.45 250.66 251.25 1.53 1.80 252.37 C).C)C) 4 HYDRAULIC GRADE LINE CONTROL = - 236.79 8 9.3 18 ) 1.10 1.18 FULL 0.00784 5.3 5.3 235.00 235.47 236.79 237.18 1.79 171 237.65 C).C)C) N - - - - - - - V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL X - 2 D 2 AND HG 2 REFER TO UPSTREAM END DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAl.. CONDITION X (N) - DISTANCE IN FEET FROM DOWNSTREAM -END TO POINT. WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC-JUMP-(UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM FART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP Hi @ UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ @ DJT INDICATES THAT -HYDRAULIC--JUMP--OCCURS AT THE JUNCTION AT THE DOWNSTREAM END- OF--THE- LINE---- - - - EOJ - - - - - - ••- ---- .H- V I, Ft. 1, 0 I AND HI', 1 REFER TO DOWNSTREAM EHI) V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END x - DISTANCE IN FEET FROM DOWNSTREAM EN)) TO EI)II1T WHERE 'HG INTERSECTS SOFFIT IN SEAL cciioiriow X (N) - DISTANCE IN FEET FROM DOWNSTREAM END TO FAINT WHERE WATER SURFACE REACHES I10Rt1ML DEPTH E'Y EITHER DRAWDOWtI OR BACKWATER x ij) - DI StANCE IN-FEET FRIIM DiJWPIS'i REAII END To POINT WHERE HYDRAULIC JUMP o;CI.IRS I N L I NE Ji 1E CunPTf rO TTHHVuLI ju,r D(OJ) - DEPTH OF WATER FIEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SHL LIDIHI rLOW C,tit riDtr1T TO Fu u,s FROM rL TO IlYD JUIIP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUOCRITICAL THROUGH A HYDRAULIC JUMP S Iii @ U IT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE pli 41 Dii IIJbIC1 IHr mnmmutic JUIIP OCCUhB AT THE JUNCtION AT IRE DWI1LhEAM E,40 -ÜF TH LIR IC 13 EOJ S • ,•'. :• H. • - - - - - '- - - - - - - - - - - - - - LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN ANALYSIS EDP JOB R4412 (INPUT) , DATE 06/17/89 PROJECT CALAVERA VILLAGE T - LINE H -1346.H - W.0.346-27 PAGE 1 DESIGNERMCMI'LLON -' ' CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 D W S ' KJ KE KM LC LI' L3 L4 Al A3 A4 J N / 2 2 73.0 73.0 123.11 229.76 235.10 0.00 36. 0. 3 0.00 0.10 0.05 1 3 0 0 0. 0. 0. 4.00 0.013 23 73.0 73.0 267.05 235.30 251.00 0.00 36. 0. 3 0.00 o.10 0.15 0 4 0 0 90. 0. 0. 4.00 0.013 2 4 73.0 73.0 236.67 251.16 267.30 0.00 36. 0. 3 0.00 0.10 0.07 0 0 0 0. 0.0. 4.00 '0.013 2 5 73.0 73.0 274.55 267.63 288.13 0.00 30. 0. 3 0.00 0.10 0.07 0 6 16 0 0. 60. 0. 4.00 0.013 2 6 61.9 61.9 171.65 288.40 299.60 0.00 30. 0. 3 0.00 0.10 0.11 0 7 0 0 0. 0. 0. 4.00 0.013 4.00 0.013 2 7 61.9 ' 61.9 154.73 300.00 308.67 0.00 W. 0. 3 0.00 0.10 0.25 0 8 0 0 90.. 0. 0. 2 8 61.9 61.9 306.95 309.00 335.88 0.00. 30. 0. 3 0.00 0.10 0.05, 0 , 9' 17 .0 0. 60. 0. 4.00 0.013 2 9 56.8 56.8 258.77 336.00 .342.99 0.00 30. 0. 3 0.00 '0.10 0.07 0 10 18 28 0. 90. 76. 4.00 0.013 2 10 45.4 45.4 54.53 343.12 345.80 0.00 30. 0. 3 0.00 0.10 0.10 0 11 29 30 0. 80. 60. 4.00 0.013 2 11 38.8 38.8 152.16 346.00 362.36 0.0024. 0. 3 0.00 0.10 0.05 0 12 0 0 0. 0. 0. 4.00 0.013 2 12 38.8 38.8 193.75 362.78 376.79 0.00 24. 0. 3 0.00 0.10 0.07 0 13 0 0 90. 0. 0. 4.00 0.013 2 13 19.5 19.5 47.50 377.12 377.45 0.00 24. 0.30.00 0.10, 0.05 0 14 - 0 0 90. 0. 0. 4.00 0.013 2 14 14.7 14.7 40.50 377.78 380.45 0.00 18. 0. 3 0.00 0.10 0.05 0 15 0 0 20. 0. 0. 4.00 0.013 3.4 70.00 380.78 414.00 0.0018.0.10.0)) 0.10 0.05 0 0 0 0 0. 0. 0. 4.00 0.013 2 16 14.1 14.1 6.09 289.26 290.50' 0.00 18. 0. 1 0.00 0.10 0.05 6 0 0 . 0 0. 0. 0. 4.00 0.013 17 7.5 7.5 35.44 336.00 3.38.87 0.00 18. 0. 10.00 0.10 0.05 9 0 0 0 0. ().-,..o. 4.00 0.013 2 18 30.1 30.1 144.62 343.49 346.15 .0.00 24. 0. 3 0.00 0.10 0.05 14 19 0 0 0. 0. 0. 4.00 0.013 2 19 .30.1 30.1 232.00 346.19 348.80 0.00 24. 0. 3 0.00 0.10 0.05 0 20 26 0 0. 90. 0. 4.00 0.013 2 20 6.7 6.7 192.00 348.84' 355.80 0.00 24. 0. 3 0.00 0.10 0.05 0 21 0 0 0. 0. 0. 4.000.013 2 21 6.7 6.7--...227. 16 356.00 381.20 0.00. 18.' 0. 3 0.00 0.10 0.11 0 22 27 0 0. 90. C). 4.00 0.013 2 22 4.4 4.4 195.53 361.25 363.60 . 0.00 18. 0. 3 0.00 0.10 0.05 0 23 0 0 0. 0. 0. 4.00 0.013 2 23 4.4 4.4 154.68 363.80 365.20 0.00 is. 0. 3 0.00 0.10 0.05 0 24 0 0 90. 0. 0. 400 0.013 2 24 4.4 4.4 54.67 365.45 366.04 0.00 18. 0. 3 0.00 -0.10 0.05 0 25 0 0 90. 0. 0. 4.00 0.013 - 2 25 ' 2.2 , 2.2 82.50 366.04 366.70 0.00 IS. 0. 1 0.00 0.10 0.05 0 0 0 0 0. 0. 0. 4.00 0.013 r-j - - - - - - - - - - - - - - - - - - - LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN ANALYSIS EDP JOB R4412 (INPUT) DATE 06/17/89 PROJECT CALAVERA VILLAGE T - LINE H - 346.H - W.O.346-27 0 PAGE 2 6 DE9IGNERB;MCMfl±ON--- CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Li L3 L4 Al A3 A4 J N / 2 26 23.4 23.4 65.00 349.3 350.00 0.0') 18. 0. 1 0.0) 0.10 0.05 20 .0 0 0 0. 0. 0. 4.00 0.013 2 27 2.7 2.7 15.00 361.30. 362.40 0.00 18. 0. 1 0.00 0.10 0.05 22 0 0 0 0. 0. 0. 4.00 0.013 4.00 0.013 2 28 6.6 6.6 71.10 343.49 348.40 0.00 24, 0, 1 0.00 0.10 0.09 10 0 0 0 0, 0. 0. 2 29 5.2 5.2 31.41 346.0 t47.80, 0.00 18. 0. 1 0;00 0.10 0.05 11 b D 0 0. 0. 0. 4.00 0.013 i. 2303.4 3.4 6.06 346.50 _347.40 0.00 18. 0.10.00 0.10_2.:25 11_._1_.._2:_ 0. 0. 00 ± 0.0,13 0 0 0 . .... ................ 000 0 000 ; - - - mm mm - - - - - - - - - - mm LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN ANALYSIS EDP JOB P4412 DATE 06/17/89 PROJECT CALAVERA VILLAGE I - LINE H - 346.H - W.0.346-27 PAGE 1 ,,T-DES ISNER--B-.---MCM IttON LINE Q D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 .D I D 2 TWTW NO (CFS) (IN) (IN) (FT) (FT). TYPE (FT/FT) (FPS) (FPS) (Fl) (Fl) CALC .CALC (FT) (FT) CALC CK REMARKS 1 HYDRAULIC GRADE LINE CONTROL = 235.45 e 2 73.0 36 0 1.54 2.70 SEAL 0.01198 10.3 22.2 229.76 235.10 235.45 236.52 5.69 1.42 0.00 0.00 HYD JUMP 3, 73.0 36 0 1.41 2.70 PART 0.01198 21.8 10.9 23.30 251.00 236.74 253.70 1.44 2.70 0.00 0.00 473J o157oSEnL X = 3.26 X(N) = 0.00 X(J) = 3.26 F(J) = 55.24 D(BJ) = 1.35 D(AJ) = 5.99 5 73.0 30 0 1.47 2.45 PART 0.03±67 24.3 21.1 267.63 28.13 269.10 289.79 1.47 1.66 0.00 0.00 ---'--x ------m vv XiN T75 ' 6 61.9 30 0 1.38 -2.40 PART '0.02277 22.2. 20.7 289.40 299.60 289.78 301.07 1.38 ' 1.47 0.00 0.00 X = 0.00 X(N)= 12.40 .7 61.9 30 0 1.45 2.40 PART 1 0.02277 20.0 12.8 300.00 308.67 301.51 311.07 ' 1.51 2.40 0.00 0.00 8 61.9 30 0 1.26 2.40 SEAL 0.02277 12.6 14.8 309.00 335.88 316.11 337.87 7.11 1.99 0.00 0.00 HYD JUMP 17 X = 13.09 X(N) = 0.00 X(J) = 13.09 F(J) = 48.84 D(BJ) = 1.27 D(AJ) = 6.25 -_-_-9--56--e---30--0---7T776 . 3 rART 0. 173 -0000700 -- X = 0.00 X(N) = 70.65 10 45.4 30 0 1.25 2.23 PART 0.01225 20.0 21.1 343.12 345.80 344.29 346.93. 1.17 1.13 0.00 0.00 -----r38:8-z4- - 0-00 -" 0;00'' 12 39.8 24 0 1.16 1.95 PART 0.02941 20.3 12.4 362.78 376.79 363.95 378.74 1.17 1.95 0.00 0.00 13 19. 520 . (fi) TZ9ULL' 0. 6.41 6. 4-3---'-O--OO---O'-OO - 14 14.7 18 0 0.79 1.40 FULL 0.01958 . 8.3 8.3 377.78 380.45 385.41 386.21 7.63 5.76 0.00 0.00 1'''15'34"Teoo';22-'o.--380.-713----4-1-4--.,00-"388-.25-- 414-.,70 ---7--47 ---070'-'415;00 Jo X = 11.77 X(N) = 38.66 X(J) = 11.77 F(J) = 2.23 D(BJ) = 0.22 D(AJ) = 1.89 5 HYDRAULIC GRADE LINE CONTROL = 289.79 '293;05 "0;00 'i4T'1'O' "0 C56'"1381Ri B HYDRAULIC GRADE LINE CONTROL = 337.82 ' 17 7.5 18 0 0.51 1.06 PART 0.00510 12.6 5.6 336.00 338.87 336.56 339.93 0.56 1.06 340.47 0.00' ' ---.. .'-- '-. -..'.."---,--"- ----------------------- 14 HYDRAULTC GRADE LINE CIJNTRUL 465 18 30.1 24 0 1.61 1.86 FULL 0.01770 9.6 9.6 343.49 346.15 384.65 387;28 41.16 41.13 0.00 0.00 -- - - - - - - -m - Man - - - - - - - LOS ANGELES COUNTY ROAD DEPARTMENT STORM DRAIN ANALYSIS PROJECT CALAVERA VILLAGE T - LINE H - 346.H - W.0.346-27 EDP JOB R4412 DATE 06/17/89 PAGE 2 - ______________ - ------------------------------------- LINE G D W DN DC FLOW SF-FULL V 1 V 2 FL 1 - FL 2 HG I. HG 2 D 1 D 2 TWTW NO (CEB) (IN)(IN) (FT) (FT) -TYPE (FT/FT) - (FPS) (FPS), (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 19 30.1- 24 0 2.00 1.86 FULL 0.01770 9.6 9.6 346.19 348.80 387.49 391.67 41.30 42.87 0.00 0.00 . 20 6.7 24 0 0.53 0.91 FULL 0.00088 2.1 2.1 348.84 355.80 394.56 394.73 45.72 38.93 0.00 0.00 21 6.7 18 0 0.68 1.00 FULL o.60467 3.8 3.8 356.00 361.20 394.61 395 563 38 61 34 6 0 00 0 00 22 4.4 18 0 0.64 0.80 FULL 0.00175 - 2.5 2.5 361.25 363.60 395.85 '396.19-'34.60 3259 0.00 0.00 23 4.4 18 0 0.70 0.80 FULL 0.00175 2.5 2.5 363.80 365.20 396.21 .396.49 32.41 31.29 0.00 0.00 24 4.4 18 0 0.66 0.80 FULL 0.00175 2.5 2.5 365.45. 366.04 396.70 39680 31.25 30.76 0.00 0.00 25 2.2 18 0 0.49 0.56 FULL - 0.00044 -- - 1.2 . 1.2 366.04 366.70 397.00 397.04- 30.96 30.34 397.07 - 0.00 31 20 HYDRAULIC GRADE LINE CONTROL = 393.12 - 50 FULL o.e49&2 13-3--2--1-3-2 34932-55O.----393-,4-2---9-6,-48- .43.80- 4&.-48--39-9-.-47-----0.-00 22 HYDRAULIC GRADE LINE CONTROL .= 395.70 27 2.7 18 0 0.31 0.62 FULL 0.00066 1.5 1.5 361.30 362.40 395.70 395.71 34.40 33.31 395.75 0.00 HYDRAULICeR4DELINECONTROL344;5i---- .......................................... - - - 28 6.6 24 0 0.45 0.91 PART 0.00085 12.5 4.8 343.49 348.40 343.94 349.31 0.45 0.91 349.69 .0.00 -a X = 0.00 X(N) = - 62.29 11 HYDRAULIC GRADE LINE CONTROL = 346.98 29 - 5.2 18 0 0.50 0.88 PART 0.0024 8.9 4.8 346.50 347.80 34705 348.68 0.55 0.88 349.08 0.00 311 .11 HYDRAULIC -, 30 3.4 18-- GRADE LINE CONTROL 0--- 0;29 -0.70 PART- = -346.98 0.00105 - 7-.0 -4.2 -- 34650 34740- 346;98 348.10- - 04B --- - 070 -348.40 -. 0.00---------- - -. _1 z C V I, FL 1, 0 1 AND HG I REFER TO DOWNSTREAM END -I V t S rL £ IINIXJIU ItT-tM -IU- urbirSti-In tr*U - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION S - DISTANCE IN FEET FROM DOWNSTREAM END TO POINTWHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER - - • All) F(J) 0(83) - UIbIMI'll.t IN t'ttI I-hun IIUIAr4pIhtMfl tNOTUtljinl Wtttht. HYIJI'MULLL Jim! - THE COMPUTED FORCE AT THE HYDRAULIC JUMP - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) UL.LUtS IN LINt • 0 ,. yt..j, SEAL - ucril-ru,- wHlws MI- 1kM Nt IIVIJI.SMULLU Jun! IUUUNtlhtMfl Slut! INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART . . . HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP 11.1 w UJI lMHItS 1111)1 PIWMMULII. Jim!!!' ULI.U!SS HI lIlt JUNL.IllJN Ml IHtUT-blIItMfl tNU UI- 111tt1NE Hi B DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE S d... .2.- 90 - •-----q. I - . EOJ I .. \•... S i_1b1- "1-i' • - _______ -. S 91 11' I' S 7 .18 -7'- I - S IP ... .,, 5 _5• . 5 - _ -. S -------------- 14; 13 / Created Revised 11-Jan-91 11-Jan-91 11:12 Circular cross-section Area (sc ft) . = 0.71 Velocity (ft/s) = 6.63 Froude Number = 1.69 Critical Depth (ft) = C.). 83 Normal Depth (ft) 0.63 Hydraulic Radius (ft)= 0.33 Depth to Centroid(ft). 0.27 Top Width (ft) = 1.48 Specific Force 1.1.6 I: MANNING' S EQUATION I .. Units (+t) = FEET tpth (ft) = ::.63.> tcharge (cfs) = M.nninq's j tope(decirna l) = <.0145::: Diameter (in) = <i s:::. I I. I I I I . I I I I. I I I HYi9R1Qd/JC c4LC. L/A/e J - -...- •— : - —. - - - - —.- _.-_•_ ._ - COUNTY OF SAN DIEGO 10-YEiR 6-HOUR PRECIPITATION DEPARTMENT OF SANITATION & FLOOD CONTROL ,16-. ISGPLUVIPLS OF 10-VE& 0-3'J PRECiPITATIO11 I _ 1 II 1EiiTIIS OF MI IlJCII 33. U.S. DEPARTME,T NATIONAL OCEANIC AND A1j:o PECSAL STUDIES BRANCH• OFFICE OF I(VDJ z 3S H8° C)1 i 451 30' 15' 1170 1151 30' 15' 116' Revised 1/85 APPENDIX XI-C 1 - — —.-.—. —— ..-- — COUNTY OF SAN DIEGO . DEPARTMENT OF SANITATION & 10-YEAR .24-11011il nflFLOOD CONTROL lit ECIPITATION '20...-' ISOPLUVIALS 10-YEAR 24-HOUR . PRECIPITATION Ifi tEiTHS OF A ICU 45' 30' 0 -I 15' 33. 45' PIP.jSd1 U.S. DEPARTMErJ T C NATIONAL OCEANIC AND ATI.IOSI SPECIAL STUDIES BRANCh. OFFICE OF IYDK 30' 1180 1451 301 : 15' 1170 1151 301 15 116 COUUTY OF SAN DIEGO DEPARTMENT OF SANITATION & inn i Ilfl I' PJ(H rTh:t'DITt1Tl FLOOD CONTROL 100-Y EA R 6-HOU R rLLlh Ufr1III '20-' ISOPLUVIALS OF 100-YEAR 6-110UR PflECtF'iTftTIO I EThS O 9'Wi IM 30% :_ 45' 711t rA _ SAN CL MUlIE 307 15' i_ (ni:tt441 25 25\ \\ >i 13 33 JMONA \45 IN AL MAR 'tj ?Y, ( 451 - 1CA1ONLJI 1rI UIUJU ( Lu / n \J\ N Preps—:d by U.S. DEPARTMEIOFCOMMERCE JI U NATIONAL OCEANIC AND AT. OSPISEKIC ADMINISTRATION ', SPECIAL STUDIES BRANCH. OFFICE OF II I)ROLOOY. NATIONAL WEAThER SERVICE SAIj , 110 / U - - 30'. I 2O' j35.._) 0 118' 451 30' 15' 117° 115' 30' 15' 116° IA — 112 r.. ;35 (1 3.0! 2.5 2.0 1.5 hO - - - Mm - INTENSITY-DUMTlON IGN CHART - - - - ---.— Directions for Application: From precipitation riaps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 and 100 yr. maps included in the Design and Procedure Manual). Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) Pl•t 6 hr. precipitation on the right side 0 of the chart. 1 Draw a line through the point parallel to the plotted lines. This line Is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency 10 yr. 1) p6 = ln.,p24=. 33 = ____ P24 Adjusted *5 1.8 in. 3.) t = mm. 4) I = in/hr. *Not Applicable to Desert Region 2fl in 40 50 1 2 3 4 5 6 1.5 — — — — — IIUCHSIT?-DUM 1.0 Directions for Application: . From precipitation naps determine 6 hr. 24 hr. amounts for the selected-frequency. Thee maps are printed in the County Hydrology ' Manual (10,51) and 100 yr. maps included in the Design and Procedure Manual). Adjust 6 hr. precipitation (if necessary) so that it is within-the range of 45%-to 65% of. the 24 hr; precipitation. (Hot applicable. to Desert) P1-3 t 6 hr. precipitation on the right side of the chart.. Draw a line through the point parallel - to the plotted lines. - - 5) This line Is the intensity-duration curve for the. location being analyzed. Application Form: 0) Selected Frequency 100 yr. P6 inP .5O P = 58 %* P24 Adjusted. P5 .9 in. .3).'- tc. - mm. 4) I = in/hr. *Not Applicable to Desert Region in An 1 2 - 3 4 5 - 6 RUNOFF COEFFICIENTS (RATIONAL METHOD) L.AND USE Coefficient, C Soil Goup (i) Undeveloped .30 .35 .40 .45 Residential: 0 Rural .30 .33 .40 .45 Single Family .40 .45 .30 .55 Multi-Units . .45 .50 .60 .70 Mobile Homes (2) .45 .50 .55 .65 Commercial (2) S .70 . .75 .80 .03 80% Impervious Industrial (2) .80 .85 .90 .95 90% Impervious - - - - .................. V ----___ .95 NOTES: ; 0 Obtain soil group from maps on file with the .iepartment of,Sanitat4-on and Flood Control. Where actual conditions de'iate significantly from the tabulated imperviousness values of 80% or 90%,. the values given for coefficient C, may be revised by multiplying. 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final -coefficient be less than 0.50. For example: Cons.der commercial property on D soil group. S Actual imperviousness = 50% Tabulated imperviousness = 30% V Revised.0 0.85 0.53 V APPENDIX •X - • : - '--' -- ..- 0 00 - • 4 ____________________ - - •••-•- -- - •- - 88 . • • 87 6 82 84 H YID R 0 L 0 u"I'4'k Y MAPI ( 1 r L L • • • • V/LLflGE / A V CARL P 1/7 83 '•j 75 1411A I 0. 77 jr _r /AT 4f-..0) e VV 31 Ul T ell 17A. 4-7 Is "t I 7~j Op I I I L L -j - \ ~f #- _ I I -NA f I : I - YL 71 Ittp 10 LOP ve - --- O' / -&t// • I. I1, • 'i :J. - - i09 81 I 1,411 / / 4 4( k I • •- fit .••\ 'I • •, / , , •• 11 676 426 Z7 1426 420 NN 30 3 JO vf 6N 2- (17 4.20 lel 86 Tq GE (01 RIDGS LINE If U 0-1 \ Q13) 6 7A 44 679/ 44 - IT/ Al I' J4(. k' 2 / / A / / T'E 77P A 4'!) / C r rc Al : 715 1 4D/?A/N AE A NITIAL- SUG-AREA. 14 t J7IV • 1c27 - • , / • / V-• \ \ \ / /43 - 2/' 77' "- r-s I I / S\ S t -•-•,.-.- • - -j- I / Fx 4. 3/2 # 1172-/ • it mks— XK 100 too 200 F c Q. rn SCALE IN FEET 94 9 42 ______________________________ N/' I i /1 a-iC / 'r-'i-• /A4T O/1 ' 27 5i GI GORY E GAL- L)i 4 Z / 8 DA 7 , 430. MAY 1 4 1991 7 '7'1-rn__SEE 3 IILL mmon" Now --'--- E'4~. > SHEE I o, 4 - -- -- - - - •• • • -•- • (viaA A r '' I IJ U r i. C A 1ØI 4*Y4tIUII?ii' I4iiDi * N • CARLSBAD, CALIFORNIA — '3 ' VIL 17m L2 ' :: :: 1T 30"06 2> •• ••"' T Tl11 N54 ?6'OO"W A , / 34925 cytt J` £ 0100 ., (C _3A s \ / \ / II ' /4 4oI I (,-4 OX XYC _ / • \ •••••- .•i I5/ 6 3 6 — - — Qico =37 c~ CONFW A\I i LLS \er._ — — : ••NORrm \•. • •\ \. ia .: . / \IJLLcE —Q • , • - , I 00i iô IOF j VIC 57 '" MAP S CALE V / PLO no -r w7c L 55 17 LEGEND PHASE NUMBER 2 — / \ NUMBER OF UNITS 3O2 c: cHfl5/L/9 C& act/ON — BLUFF COURI 1 / ANK 4'NA .41471-,511 w OPEN SPACE SOUND WALL RETAINING WALL L 26 lob BOUNDARY LINE 44AI % SLOPE 2% r oS LOT # / ,'Z2'3!' - -/ I I • , , 13 DIRECTION OF FLOW SANITARY SEWER 65 WATER MAIN W____ 74 75 - JP408, ,/84 / I _____ STORM DRAIN 64 SLOPES • • • "VItLG '8' STRE • 0! 201OS'LOT# . FIRE HYDRANTS Doll s - • ---- N.. S • 141 2 ' 8'' P409 • - •• STREET LIGHTS I '--- --- —450 ' 4C i 45 P / 2/!2 23 / 74 ! / 26 7 STREET SIGNS 60 5 • p& • I OSLO)T • / ,q .• P4/f • 27 • 54 Ish j EASEMENTS 41 2 I 00 W )\ \ N / 4b/39 1v H $4(33 P42 / 'I -- I /8 --5.5 lt~ 77-771 P C II)Ew,AJK/ A.C. FVE'jE?i1 ' S/9LE ('J"/L1d) I c'W, —A5EfATR1AL SHT.2 OF 31 I SiiT.3 OF 3 (&tirH • \Ir fl r) i\ I !rTrLIT" • ______________________ I I Jif\r- EJ5)SjJ) TYPICAL CUL DE SAC o icc' \/II I PUBLIC STREET NO SCALE ' • • I 'A' STREET AND STREET • • • • • 1'uiv. • PUBLIC UTILITIES & DISTRICTS: CIO ______ \ GAS AND ELECTRIC ............ San Diego Gas and Electric ' ' • V 1 • I TELEPHONE ................... Pacific Bell Telephone 1 . *--••••••••_. I ,, WATER. ............ .......CarlsbadMunicipalWaterDistriCt - G/AJ 0,c- h'ORfl: Exp 3/31/92 -(•. . ACE 42/28 Da1 0 I-. ;SI LU S -J -J — LU H • 4 'I ZO' I 2d I.''1 II I P71/y. P1/N. • STORM DRAIN ................. City of Carlsbad 'I FIRE PROTECTION City of Carlsbad sbad Unified School District TTER AC. PAtP4ET sE MAR (AL (rcn-Isic) - TYPICAL LOCAL STREET PUBLIC STREET NO SCALE. TAMARACK AVE., CAY DRIVE, POR.OF • C-PU f/i 34. /OO 3. ___ ____ ____________ __ ______ ____ ________ ______ _______ TYPICAL LOT DRAINAGE_ NO SCALE - 'B' STREET, 'C' AND 'D' STREETS. TYPICAL LOT SECTION NO SCALE 1 !TV OIMMENrS 1It8 W MM rn 2M 2 ,) C1V • OF C C PREPARED FOR: - yow COMMUNITIES 4330 LA JOLLA VILLAGE DR SUITE 130, SAN Dfl!GO, CA. 92122 x (619) 546'1200 PREPARED BY: unis aker- ssociate8 • SanDlego inc. PIA 10r9 Hui. m,whensureet S!o92 (619 5/i4cCO • FAX (61,9) 4t3 i, 4 OO'e,.Sa, Diego .1nine Onra,o HYDROLOGY MAP C ALA V E R k-`11 E I Gil T S, VILLAGE 'L2'. SHEET 4.. DATE. 615-9O • I w.O.#346"34 • SHEETSI • -I____________________________ I REVISION DESCRIPTION SH±DATE ____ BY SCALE: J 1" 100' • 54 -. JrTiL jrr - 7 - - '1.'... -. - I -. -. .-.. :. ..•--: - - .. ...... ..-. . - ,-.- - &o . . - -- 75 1 - 84 4 =9.0,q% 92 ( d çii/N I . - ,- 9 WI - - - - I - . . HYDRO G. Poo- 82 88 - 1 -• 83 -. -t - V A L LE cALA vE:F;:' 6~1111 Ad 140. 77 © © 2 K 7 J -.. A DEVELOMENT BY 91 2 g / N 5zefET -' LYON COMMUNITIES INC CARLSBAD CALIFORNIA 1,14 co cv : lk 42.5 I 63 07 / I,, f MIN 7c- Z.51f- lk iJ - - - ;112 --- / - 'I 1 7 N / / x 11. . 114 JNOR / / u u 08 /> / /61 27 OCZ ,K 7 7 / — 116 / v lmecr 49 / I\ 87 !f9_6 94 General Not / Design I V Oq 4ae324C Q ( -.. j S I 11/ti AfRNO 114 I // OIV,'VPD BYSlow THE CiTY CF C4PL8&4D 1 d J 11 I V U / / 27 O r I I I IF 14 muo 12 130 \ Ise Vsciity Map-- /vo 154C 13( or OPEN 1, o - I ,. - 3- EAST ______ WEST Public Utility / District aloe- T7 & 0100 62 474 \ ,, / / -~Rw ' _- - (OnI S1O5) COLLEGE BOULEVARD W'IILR SIIVPLY CITY OF LL',VAII/Cl/lWD - - -- i - / - - : elAl SCUDOLS ..................CARLSFIID 1TIFILD SCHOOL DISTRICT NORTH, 141 > 57 2 /01 1146\ / , - ci q , 214 °sc ne 1-1A E 5.7h - L - - - / ' - - MIRA MO TE DRIVE - 44 NY TAMARAdK AVENUE - MY REGISTRATION EXPIRES ON3-3/-,e 60 N. LA c PA 00 PREPARED BY: PREPARED FOR: 41 TYPICAL L CAL STREET - ker LYON COMMUNITIES 4330LA JOLLA V11LAGEDRIVE INC /?/f/4 - - - I -- -5c0iE -- i SSOCiafr5 SUITE 130 56 R/W-BCDEtJMP&S,i DIg SAN DIEGO, CA 92122 (6 19) 546-1200 CON -7 VALLE CALAVERA VILLAGE "T" 364 36 y al -.0 CF wr A DEVELOPMENT By THE LYON COMMUNITIES INC. 59 'o," P/L(5 34'b , C T 83-19 P.U.D. 56 CARLSBAD CALIFORNIA o/7728 0.1 J6 4104 X-Jec. 4G3J4O.qD O47 w 0 #346-29 DA1 F I I cz MAY 14 1991 / I